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1 


STANDARD    STEEL 
CONSTRUCTION 


A  MANUAL  FOR 

ARCHITECTS,  ENGINEERS 
AND  CONTRACTORS 

CONTAINING  USEFUL  TABLES 
FORMULAS  AND  OTHER  INFORMA- 
TION RELATING  TO  THE  USE  OF 

BEAMS,  CHANNELS  AND 
STRUCTURAL  SHAPES 


REVISED  BY  F.  L.  GARLINGHOUSE,  C.E.,  Member  A.S.  C.E, 

SIXTH  EDITION 
1908 


AS   MADE   BY 

JONES   &  LAUGHLIN   STEEL 
COMPANY 

AMERICAN    IRON    AND    STEEL   WORKS 

PITTSBURGH  CHICAGO 


Copyrighted,  1896 
Jones  &  Laughlins,  Limited 

Copyrighted,  1898 
Jones  &  Laughlins,  Limited 

Copyrighted,  1900 
Jones  &  Laughlins,  Limited 

Copyrighted,  1903 
Jones  &  Laughlin  Steel  Co. 

Copyrighted,  1908 
Jones  &  Laughlin  Steel  Co. 


PRICE,  $1.50 


JONES    &    LAUGHLIN    S  TTJE  £  L  J, 


Preface  to  Sixth  Edition 

IN  submitting  this  revised  edition  of  Standard  Steel 
Construction,  it  is  our  aim  to  put  in  concise  form  such 
information  as  should  prove  most  useful  to  Structural 
Engineers,  Architects  and  Contractors. 

We  have  thoroughly  revised  all  data  relating  to  steel 
shapes  manufactured  by  us,  which  shapes  conform  with  the 
standard  sections  adopted  by  the  American  Association  of 
Steel  Manufacturers,  omitting  sections  we  no  longer  make, 
and  adding  a  few  new  shapes. 

We  have  discontinued  manufacturing  corrugated  steel, 
but  give  a  table  conforming  with  the  most  approved  practice. 

We  state  in  this  edition  the  extreme  length  of  beams, 
channels,  angles,  tees,  bars  and  plates  which  we  are  willing 
to  make,  but  we  call  attention  that  these  lengths  might  be 
exceeded  in  some  special  cases,  and  would  invite  correspond- 
ence on  this  subject  in  cases  where  longer  lengths  are 
imperative. 

The  Standard  Specifications  for  Structural  Steel  corre- 
spond with  those  adopted  February,  1903,  by  the  Association 
of  American  Steel  Manufacturers. 

The  permissible  working  shear  and  bearing  for  rivets  has, 
in  many  handbooks,  been  kept  the  same  as  when  in  former 
times  wrought  iron  was  used  instead  of  steel.  This  is 
inconsistent  with  the  balance  of  unit  loads  which  are  univer- 
sally used  in  proportioning  steel  structures.  We  therefore 
give  tables  where  the  shear  and  bearing  for  rivets  are  given, 
which  are  permissible  for  quiescent  loads  such  as  in  buildings, 
and  for  moving  loads  as  in  bridges,  craneways,  motor  supports, 
or  for  similar  purposes. 

We  have  inserted  data  relating  to  chains  which  we 
manufacture,  pages  40  and  41.  Also  a  table  of  wrought  steel 
pipe  for  steam,  gas  and  water,  which  we  do  not  manufacture, 
for  reference  only ;  and  a  table  of  the  Metric  System  com- 
pared with  the  U.  S.  Standard  weights  and  measures.  Other 
data  will  be  noticed  not  contained  in  former  editions. 

Pittsburgh,  July,  1908. 


i  -*t  C  r  C  "J'OJ1?  E  &    A    LAUGHLIN     STEEL    CO 

*      *•  •*    tC      ^      '    i>  ^  v  *•       i.          


STANDARD    SECTIONS 

Steel  Beams 

B.  O. 

80,  85,  90,  95and100lbs. 
to.  30" 


Si 


JONES    &    LAUGHLIN     STEEL    CO. 


STANDARD    SECTIONS 
Steel  Beams 


B.  2 

65,  70,  75 
\bs. 


6.25?- *i. 

6.399-- »} 


B.  I 

80,  85,  90,  95,100 
Ibs. 


,^ 7.00^---. *j  | 

us. 7.284- '*} 


JONE^&    LAUGHLIN     STEEL    CO 

STANDARD    SECTIONS 
Steel  Beams 


B.  2% 
55,60,65&70lbs, 

[*—  2.77~-*i 

R=r0.56' 

M 

:• 

0 

^ 

0-p 

ci 

^ 

0 

0 

^ 

6- 
25 

o" 

K--      -      -  6. 

9     - 

B- 


-  ----------  6.40-  -------  -* 


JONES    &    LAUGHLIN     STEEL    CO.              7 

STANDARD    SECTIONS 

IT" 

—  ^                               Steel  Beams                        R.  o.354"/f 

T 

\                                          B.  3.                                 / 

^! 

\                                                                                  / 

0 

I                                     60,65,70  &  75  Lbs.                              / 

v 

\                                                                                                                     R.  0.69'V  J 

-  s 

v                                                                17. 

y 

0.590"TO     0.884"                                                   'j   04'' 

to 

.L 

:£ 

//                     \ 
j                     i 

,*  j 

-j                     \^~ 

i*"*4 

0.59" 

•  -y 

\R    0  246"^ 

|~T 

B.4.                                       / 

4 

42,45,50  &  55  Lbs.                                    / 

3 

^ 

R.O.M^J 

1 

IP  ^ 

0.41"TO     0.664"                                                        n'<,QiT 

5- 

JL                                                   15-"                                                4-fc 

-*— 

r                                          i 

J                          V 

6.41" 

Tf 

\"/fr 

T 

B.5.                             f 

40,45,50  &  55  Lbs.                        / 

* 

R.  0.56'V-J 

ill 

0.46"TO     0.82"                                          6^88/7 

,t       -„•-.     i 

It 

I                  t 

y                              t 

k* 

0.4 

i" 

-  -r- 

n            B.e.        "•o-2io'f] 

~T 

\                           3  1  %  &.  35  Lbs.                             / 

\                                                                                                   R.  0.45  "^-J 

r 

^ 

v                                                                       O,  . 

y 

8V, 

0.35"TO     0.435"                                       o  '7^c^ 

in 

in 

f~                                                          1 

^  //-                                               12                                             \  * 

,.i: 

1                       1 

|«* 

0.35" 

JONES    &    LAUGHLIN     STEEL    CO 

STANDARD    SECTIONS 
Steel  Beams 


R  0.174/TT-: 


B.  9  R  0.162', 

18,  20%,  23,25%  Ibs. 

0.37, 


0.17" 


IV 


B.    10  R0.15 

15,  17%,  &  20  Ibs. 

0.35'r' 


JONES    &    LAUGHLIN     STEEL    CO. 

STANDARD    SECTIONS 
Steel  Beams 


S3 


V2:: 


B.    1  1  R  0.138 

,  I4?i,  I7«  Ibs. 


•n ./  ..     ^ 

i-_yf~          \ 


.0.489" 


0.443" 


3  SPECIAL  BEAM 
B.   15 


_£_ 


10 


JONES    &    LAUGHLIN     STEEL    CO 


STANDARD    SECTIONS 
Steel  Channels 


C.-  I. 

33,35,40,45,50  &  55 

Ibs. 


0.4   TO    O.f 


-15-' 


n 

\                                      3  1  %  to  52 
\                                   Ibs. 

V                                                  ,0.376'Vo    0.84" 

R.  0.192"P 

/                                             *                    o  .  es  " 

C.^2.  .         R.  0.168' 

20^', 25, 30, 35  &  40 
Ibs. 


,0.28o   0.758 


R.  0.38>- 


<N 
-JL 


12-- 


f  I. 


C— 3. 

I  5, 20, 25, 30  &  35 
IbS. 

,0.24   TO   Q.828^ 


10 


" 


C.-4. 

)4,  I  5, 20  &  25 
Ibs. 

0.23  TO  0.014 


R.  0.881, 


JONES    &    LAUGHLIN     STEEL    CO.  11 

STANDARD    SECTIONS 
Steel  Channels 


C.  5 

13%,  16#, 


A  C> 

\9X,  12>i,  14^ 

r 


C.  6 

Ibs..         R.  0.5 


0.21     TO  0.68 


\ 


^» 

C.  7 

8,  10K,  13,  &15>£      / 


Ibs. 


a 


-6-— 

:.  s 


o   •     \       2>  lbs-         /J    ^ 


JONES    &    LAUGHLIN     STEEL    CO. 


SPECIAL    CHANNELS 


TT" 
\i  ^i 
in  w 


0.475" 

7 "SHIP  CHANNEL     ,' 

"JC 

0.3'" 


C.  21 
18.20,22.1  Ibs. 

R 
0.828^0. 41 2  A  0.60"C 


0.34" 


6"SHIP  CHANNEL    0.28' 

1C.  16       Ro. 
13.3.14.6,15.9,17.1 
&  18.4  Ibs. 


'O.B 


0.3125  TOO.  5625  N 


I 

'.-t- 


G  SHIP  CHANNEL 

C.  22 
15.0  Ibs. 


3  AVERY  CHANNEL 

C.    13 
CSee  Note) 


6 

4?4"CHANNEL 

C.   14 

,2  Ibs. 


'--•   —  5X-" *| 


Note:    C  13  made  only  by  special  arrangement 


JONES    &    LAUGHLIN     STEEL    CO.  13 


ANGLES    WITH    EQUAL    LEGS 


14  JONES    &    LAUGHLIN     STEEL    CO 


ANGLES    WITH    EQUAL    LEGS 


JONES  &  LAUGHLIN  STEEL  CO. 


ANGLES  WITH  EQUAL  LEGS 


16  JONES    &    LAUGHLIN     STEEL    CO. 


ANGLES    WITH    UNEQUAL    LEGS 


JONES    &    LAUGHLIN     STEEL    CO.  17 


ANGLES    WITH    UNEQUAL    LEGS 


18 


JONES    &    LAUGHLIN     STEEL    CO. 


ANGLES    WITH    UNEQUAL    LEGS 


JONES    &    LAUGHLIN     STEEL    CO. 


1!) 


ANGLES    WITH    UNEQUAL    LEGS 


20 


JONES    &    LAUGHLIN     STEEL    CO. 


UNEQUAL    LEGGED    TEES—  STEEL 


V 


T.  33 

8.6  Ibs. 

(See  note) 


•Uf- 
Kl 

r —     ---3V--     --- >i         K--     ---3H-"--     ---*         i* — 

;V 


i  *? 

JT 


v* ~^ — I"  "^  I ^ f — 1"^ 

^^rT"^  ' — ^-'^f-1^ 


T.  29 

10.0  Ibs. 


T.  30 
12.8  Ibs. 


T.  23 
9.8  Ibs. 


*!.*!«- 


-r 


k---      ---3H-'1 ^          <<--•  ---3-'' H 

I 5^r- — ^ [-L   I ?pr- — ^— j- 

-i L^f       


T.  24 

8.7  Ibs. 


T.  25 

8.6  Ibs. 


T.  26 


5          9-8Ibs« 


K-  ----  2*-" 


T.  28 

4.9  Ibs. 


Note:    T  31  &  T  33  made  only  by  special  arrangement 


JONES    &    LAUGHLIN     STEEL    CO.  21 


EQUAL   LEGGED    TEES— STEEL 


T.  1 
13.9  Ibs. 


t*—      — 3X-- - 


V 


T.  3 
10.6  Ibs. 


|s_ 4"- 

<*£    i       J~ 


T.  2 
12.4  Ibs. 


T.  4 

9.3  Ibs. 


r** 


— 3-- -»  K-—   ---3-"- -*  }*--     ---3--- 


T.  5 
7.85  Ibs. 


T.  7 

6.5  ibs. 


T.  6 

6.8  Ibs. 


*HJ|" 

1o  T.  32 

5.7  Ibs. 
i 
...i. 


2K 


T.  8 

5.6  Ibs. 


--i. 


JONES    &    LAUGHLIN     STEEL    CO. 


EQUAL    LEGGED    TEES— STEEL 


M— -234*— »J 


T.  16 


1.60  Ibt, 


T.  17     1      T;-18 


1.25 


T. 

0.9  Ibs.V 


STEEL    Z    BARS 


Z.  4- 
6,7,8,4,10.1  Ibs, 


SPECIAL  Z  BAR. 

Z.  9 
3. 6  Ibs. 


JONES    &    LAUGHLIN     STEEL    CO.  23 


GROOVED  STEEL 


G.  13 

0.94  Ibs. 


24 


JONES    &    LAUGHLIN     STEEL    CO 


GROOVED  STEEL 

G.  23 


to  2.50  Ibs. 


*  .....  -1%----  —  > 


G.  17 

.43  to  2. 28  Ibs. 


to  2.28  Ibs.    )-r"t* 

v^YJjI 


.jL. 


G.    19 

2.6  Ibs. 


G.    16 

1-33  to    —  ;>6U- 


G.  21 

2.75  Ibs. 
(See  note) 


._*- 


G.  20 

..f_  1.6  Ibs. 

(See  note) 


G.25 


(<  -1  %  -    -        »i 

J.   15  ~ 


G.    14 
.1.46  Ibs. 


"{"'PI    .1.46  Ibs.      i-1 

»         \£+  \ 

T         Vs__+ X  . 

t    I        °-19'    ->°-?h 


G.27  jjg,r 

3L/(i 


Note  :  G  20  and  G  21  made  only  by  special  arrangement 


JONES    &    LAUGHLIN     STEEL    CO.  25 

MISCELLANEOUS  SHAPES— STEEL 
Channel  Tires 


_  !     M,  92 

— -1K-- •>{    i   1.9  Ibs. 

-—2^4" 

M.  93   ;*- --ir— -*  ,„  K— §-'---« 

1.84  Ibs.   !   k- -11-^—  >j  !       i^R.      sfUf""*^)      %"R. 


,     -.-—  ,  100 

^_.^j.iJ   0.57  Ibs. 


M.  95        ~    — "-  !   *— -.^'— -»i 

1.53  Ibs.   !  I*™- 1*"-  3//     "f-f 

~  f ••  « 


/  M.   127 
N«tV  1.64  Ibs.    „ 


M.   128    2.10  Ibs. 


Can  roll  2.00  Ibs.  per  foot  by  special  arrangement 

-      —*&--        - 


26 


JONES    &    LAUGHLIN     STEEL    CO. 


MISCELLANEOUS  SHAPES— STEEL 
Harvester   Tires 


M.68 

50  Ibs. 


M.  74 

6.75  Ibs. 


-;;-  -»j    HUH*----  --^-.-'-MicJ'1 

?fH    I^r3=fi=£? 


M.    76 

1.63  Ibs.  2.68.  3. 14  &  4.0  Ibs. 

*  . 

at 


JONES    &    LAUGHLIN     STEEL    CO.  27 


MISCELLANEOUS  SHAPES— STEEL 


DASH  CHANNEL 
M.  126 
0.72  Ibs. 


ICE  SLIDE 
M.  29 

60^.        1.34  Ibs. 

M-'V5\><-^-"H  ^ 


28 


JONES    &    I,  AUGHLIN     STEEL    CO. 


MISCELLANEOUS  SHAPES— STEEL 
Curved  Sled  Shoe  Dropper  Bar 

M.,1 

CYLINDERT 
M.  19 

3.83  Ibs.  M    g       7.6  |bs. 

"^ 


Complete  Lists  of  Sizes  ^         T 

o  rf*MRai         M.  1  3  4.95  ibsLJ-*-- 


0.84  Ibs. 
Note:     M  15  &  M  16  made  only  by  special  arrangement 


JONES    &    LAUGHLIN     STEEL    CO. 


29 


MISCELLANEOUS  SHAPES—  STEEL 
M.  62 


T  H-  ---------  2k-  --------  H   T 

Note  :  M  102,  M  103  and  M  105  made  only  by  special  arrangement 


30 


JONES    &    LAUGHLIN     STEEL    CO. 


MISCELLANEOUS    SHAPES  — STEEL 


M.  113 


Plow  Beams 


2"      13.  17  Ibs. 

10.84  it 
1IT  9.67  ii 
1M"  8.50  ii 


M.  125 

,1.50,  Ibs. 


11.87lbs. 


9.18  Ibs. 


JONES    &    LAUGHLIN     STEEL    CO.  31 

MISCELLANEOUS    SHAPES  — STEEL 

Cultivator  Beams 


is.  «\s          m.  oo       ...   ^     M.  an  M.I 


Rack  Rails 


M.  81     20  Ibs.  M.  82     18.75  Ibs.  M.  83     12.5  Ibs 


\ 


M.88 

9. 22  Ibs.          9$         / 
(See  note)        .'     ,' 


Note:  M  37  and  M  88  made  only  by  special  arrangement 


JONES    &LAUGHLIN     STEEL    CO. 


COLD-ROLLED     REAPER     AND      HARVESTER 

FINGER    BARS 
Accurately  Finished  and  Straightened 


H.  4 

2.6  Ibs. 


XX 


H.  6 

4.28  Ibs.     ^ 


^ 


H.  7 
2.75  to  3.4  Ibs. 


Note:   H3  made  only  by  special  arrangement 


JONES    &    LAUGHLIN     STEEL    CO. 


33 


COLD-ROLLED.    REAPER     AND      HARVESTER 

VlNGER    BARS 
Accurately  Finished  and  Straightened 


k 


H.  10 

1.8  Ibs. 


12 


-—  - 


34  JONES    &    LAUGHLIN     STEEL    CO. 


HOT-ROLLED    REAPER    AND    HARVESTER 
FINGER    BARS 


H.  20  (see  note) 

4 

h* 


H.  19  (see  note) 

3.1  Ibs. 

bfl 


srn^pL 

j* — itf-'- — j 
X' 


H.  2  I  (see  note) 

4.0  Ibs. 
Hot  or  Cold  Rolled 


NOTE:  H.  t9,  20  &  21  made  only  by  special  arrangement. 


JONES    &    LAUGHLIN     STEEL    CO.  35 


STEEL    T    RAILS 


SECTION  R.  I 

40   Ibs. 


SECTION  R.  2 
35    Ibs. 


*  L          // 
2 


HEAD  42  Ji 
WEB  21JJ 
FLANGE  37$ 


JONES    &    LAUGHLIN     STEEL    CO. 


STEEL    TEE    RAILS 

SECTION  R.  3  SECTION  R.  8 

30  Ibs. 


it  »! 

5l    *  '- 

•L  i  v. 


*R 


ite3 


J» 1-3^ -H 


•-4MJF--*] 


SECTION  R.  4 

25  Ibs. 


SECTION  R.  7 
12  Ibs. 

Vw*--4i-'">! 

y-l'v  ,„ 

i  fJa&ju-^p  41< 

^CsjiT  »/wt1'      WEB         21* 

I    ^8  _12_'B^V_LANGE38^ 

I    <r 


i&. 


SECTION  R.  5 
20  Ibs. 


SECTION  R.  8 
16  Ibs. 


JONES    &    LAUGHLIN     STEEL    CO. 


FOR    REFERENCE    ONLY 
Not  Rolled  by  Jones  &  Laughlin  Steel  Co. 

Rail  sections  recommended  as  standard  by  the  Committee  on  Standard  Rail  Sections 
of  the  American  Society  of  Civil  Engineers.  Dimensions  which  are  constant  for  all 
sections  are  shown  only,  on  the  xoo-pound  section.  On  other  sections  the  dimensions 
special  to  each  are  alone  shown. 


!*• ' iyar»r«-  -  -263/6r  -  T- *r 

7    '         ,t_: 


j, 5?i'/ 4- 

u.-i«/8iv— -3»/^-|-H*/^r 

WV^ 

^       V I  _ 


.     -±L-. 


!* 4M//_ri-_" 


kr^*--2%;4^ 


JONES    &    LAUGHLIN     STEEL    CO.  39 


METHOD  OF  INCREASING  SECTIONAL  AREAS 

Dark  portions  represent  the  minimum  sections,  and  the 
blank  portions  the  added  areas 


No.  f 


No.  2 


No.  3 


40  JONES    &    LAUGHLIN     STEEL    CO. 

CHAINS 
Straight  Link  Coil  Chain. 


Standard  Close  Link  Cable  Chain. 


<— - — 


k— f— >" 


Standard  Stud  Link  Cable  Chain. 


Conveyor  or  Sprocket  Wheel  Chain. 


Twist  Coil  Chain. 


For  sizes,  dimensions  and  notes  on  the  above  chains,  see  page 


JONES    &    LAUGHLIN     STEEL    CO. 

41 

CHAINS 

Sizes,  Weights,  Dimensions  and  Proof  Tests  of  Chains 
Manufactured  by  Jones  &  Laughlin  Steel  Co. 

SIZE  OF  CHAIN 
IN  INCHES 

STRAIGHT  LINK  COIL           S'T'D  CLOSE  LINK 
CHAIN                          CABLE  CHAIN 

S'T'D  STUD  LINK 
CABLE  CHAIN 

¥ 

.T21""1 

$ 

r 

Is 

II 

£u  •*  £ 

Sail 

8-g   2* 

£5  3 

!i 

§ 

-I 

| 

r 

H 

|| 

1 

I 

t 

2X 
2% 

2% 
3% 
44 

4% 

w 

Lbs. 

.5 

.75 
1.10 
1.55 
2.00 
2.65 

3.25 
4.2 
5.0 
5.9 
7.0 
8.0 
9.0 
10.0 

Tons 

Tons 

Tons 

—  — 

w 

Life. 

Tons 

1 

w 

Lbs. 

Tons 

9 

I 

5 

H 

if 

1% 

i4 

i 
8 

1* 
1% 

3 

3% 

.39     .45 
.66     .75 
1-3^   1.6 
1.92  2.21 
2.64  3.05 
3.41    3.92 

4.29  4.93 
5.28  6.07 
6.32  7.28 
7.59  8.74 
8.9110.3 
10.3   11.9 
11.8   13.6 
13.5   15.6 

.5 

.8 
1.7 
2.36 
3.33 

4.42 

5.5, 
6.67 
8.02 
9.24 
10.7. 
12.1 
14.5 
16.3 

.... 

.... 

.... 

.... 

.... 

.... 

.... 

.... 

p! 

.... 

.... 

.... 

4/4- 

5 

5% 

5H 

7% 
7% 

8% 
8% 

ii 

10 
10% 
lOg 

11% 

12 
12% 
13 

2%    5.510.1 
3       6.312.0 
3X   8.213.7 
3%    9.215.7 
3^10.218.0 

3%11.5|20.3 

4/812.322.8 
4X13.525.5 
4%  15.0  28.1 
4^816.231.0 
4%  18.3  34.0 
5/818.837.2 
5^21.240.5 

5^23.844.0 
5%  25.  047.  5 
6     26.251.2 
6X28.855.2 
6K  33.8  63.3 
7     35.867.5 
7X38.872.0 

7%  42.3  76.5 
7%  46.081.2 
8     48.386.1 
8X50.091.0 

5 

5% 
5% 
5% 
6 

Ok 

6% 
7  */ 

3%  10.3 

3^8  11.8 
3%  12.7 
4/813.7 
4X15.2 
4%  16.5 
4K  18.8 
5     19.7 
5X21.7 

5%  23.0 
5%  25.3 

12.0 

12.5 
15.1 
16.9 
18.7 
20.6 
22.6 
24.7 
27.0 

29.2 
31.6 

5% 

3% 

12.5 

16.2 

18.6 

19.6 

6 

4X 

16.0 

20.1 

23.1 

24.0 

6%    VA 

19.0 

24.2 

27.8 

28.7 

7X 

5X 

21.0 

28.9 

33.2 

34.6 

7% 

VA 

25.0 

34.9 

39.0' 

41.0 

NOTES.  —  Safe  working  loads  of  chains  are  one-half  of  Proof  Test  Loads. 
Twist  Coil  Chains  are  made  in  all  sizes  from  f5*  to  3-inch,  inclusive.  Conveyor 
or  Sprocket  Wheel  Chains  are  made  to  any  dimensions  required,  and  in  order- 
ing give  dimensions  of  links  wanted,  or  preferably  a  sketch  of  same. 

42            JONES    &    LAUGHLIN     STEEL    CO. 

ROUND    BARS 

Sizes  Rolled  by  Jones  &  Laughlin  Steel  Co. 

H 

X 

K 

H 

M 

H 

MAXIMUM 

M 

.§ 

5 

H 

r_, 

§ 

H 
0 

M 
C 

§ 

LENGTH 

E 

fa 

z 

«        M 

fa 

z 

fa 

FEET 

<  i 

Q    g 

6-1  § 

H  o 

J  H 

sg 
gfa 

S       M 
<       I 
1-1       U 

h  O 

1! 

1     u 

<     I 

(5    z 

£i 

M 

L 

>J^H 

X  p  i 

-. 

^    ^  ^^ 

SO, 

8 

H-     -ij  ^H 

XCL, 

S 

J9 

d 

0 

M 

X 

% 

d 

o 

s 

X 

s 

o 

B 

3 

w 

i 

7ft 

142.8 

23 

3^ 

40.10 

45 

1H 

3.379 

60 

7» 

140.4 

23 

3/4 

37.56 

45 

1^5 

3.014 

60 

73*1 

135.6 

23 

35/| 

35.09 

45 

1 

2.670 

60 

7 

130.9 

25 

3^2 

32.71 

45 

3% 

30.42 

45 

J* 

2.347 

60 

6% 

126.2 

25 

334 

28.20 

45 

2.044 

60 

121.7 

27 

33^ 

26.08 

45 

if 

1.763 

60 

8w 

117.2 

27 

3 

24.03 

45 

/€ 

1.502 

60 

225 

6^ 

112.8 

30 

tt 

1.262 

40 

265 

53^ 

108.5 

30 

2J^ 

22.07 

45 

1.043 

40 

315 

634 

104.3 

32 

2^ 

20.20 

45 

A 

0.845 

40 

285 

gi^ 

100.2 

32 

2^ 

18.40 

45 

H 

0.754 

40 

395 

6 

96.14 

34 

2% 

16.69 

45 

0.667 

40 

450 

2/^ 

15.07 

45 

5% 

92.17 

34 

23^ 

13.52 

60 

H 

0.587 

40 

255 

s| 

88.29 
84.49 

38 
38 

r 

12.06 
10.68 

60 
60 

1 

0.511 
0.441 

40 
40 

295 
340 

5^ 

80.77 

42 

N 

0.375 

40 

400 

5/^ 

77.15 

42 

lit 

10.02 

60 

g 

0.316 

40 

475 

5/4 

73.60 

45 

l/-^ 

9.388 

60 

0.261 

40 

575 

53^ 

70.14 

45 

113 
To 

8.773 

60 

A 

0.211 

30 

90 

5 

66.76 

45 

1M 

8.178 

60 

0.167 

30 

90 

1H 

7.604 

60 

^ 

0.128 

30 

85 

47^ 

63.46 

45 

1/^8 

7.051 

60 

A 

0.094 

30 

65 

4/4 

60.25 

45 

J^L 

6.520 

60 

4/^ 

57.12 

45 

IK 

6.008 

60 

43^ 

54.07 

45 

1A 

5.518 

60 

4^i 

51.11 

45 

1/^8 

5.049 

60 

434 

48.24 

45 

1& 

4.600 

60 

43^ 

45.44 

45 

1M 

4.173 

60 

4 

42.73 

45 

1A 

3.766 

60 

NOTE.  —  Maximum  lengths  denote  shipping  lengths. 

JONES    &    LAUGHLIN     ST 

E  E  L    C  O  .            43 

SQUARE    BARS 

Sizes  Rolled  by  Jones  &  Laughlin  Steel  Co. 

H 

5 

H 

X 

H 

MAXIMUM 

o 

ft 

o 

o 

LENGTH 

Q   » 

C*  w 

I 

§  ,„ 

^  J? 

w 

CO 

fe 

« 

FEET 

^« 

H  Z 

1-5  H 

gg 

^  w 

w   x 

w 

° 

H  O 

H  O 

H 

0 

\ 

"u 

Dp4 

X&H 

I  . 

1  ~"" 

S 

- 

xf 

.  —  . 

0 

3 

X 

<J 

1  —  1 

O 

X 
«< 

E 

H 

1 

o 
0 

£    • 

S 

^ 

S 

? 

4M 

61.41 

45 

1M 

10.41 

60 

3^ 

( 

1.913 

60 

4 

54.40 

45 

lii 

9.682 

60 

f 

I 

1.607 

40 

3M     47.82 

45 

l/^ 

8.978 

60 

^ 

/ 

s 

1.328 

40 

41.65   45 

1& 

8.301 

60 

* 

1.076 

40 

3M 

35.92   45 

l;Hj 

7.650 

60 

^ 

1 

0.960 

40 

3 

30.60 

45 

1& 

7.026 

60 

^ 

0.850 

40 

25.71 

45 

1% 

6.428 

60 

0.747 

40 

2«2 

23.43 

45 

IA 

5.857 

60 

5 

C 

0.651 

40 

70 

2i^ 

21.25 

45 

5.313 

60 

i 

i 

0.561 

40 

70 

2/^ 

19.18 

45 

1& 

4.795 

60 

3/ 

X 

0.478 

40 

75 

2/4 

17.21 

45 

l^g 

4.303 

60 

1 

0.402 

30 

75 

2/^ 

15.35 

45 

1^5 

3.838 

60 

T'V 

0.332 

30 

80 

2 

13.60   60 

1 

3.400 

60 

, 

0.269 

30 

80 

lit 

12.76 
11.95 

60 
60 

H 

2.988 
2.603 

60 
60 

T 

0.212 
0.163 

30 
30 

75 
70 

•I  13 

11.17 

60 

8 

2.245 

60 

5 

f 

0.120 

30 

70 

OVAL  EDGE  OR 

BEVEL  EDGE  OR 

WAGON  Box 

REACH  PLATE 

I     U—  -c 

•—  >i/js 

0 

R-^-f  ^R 

B 

•Z 

•ft              A        .      J 

\      I 

A 

B 

R 

A 

B 

C 

A 

B 

c 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

If 

& 

Ys 

H 

No.  12 

Ys 

M 

H 

Vs 

Y* 

34 

No.  12 

1 

^ 

A 

% 

A 

Ys 

34 

No.  14 

1 

No.  12 

II 

H 

Vs 

& 

1 

K 

Ys 

Ys 

M 

\y% 

No.  12 

i  8 

H 

Ys 
Ys 

1 

No.  13 

No.  14 

ixl 

T£ 

i/^ 

A 

Ys 

Ys 

ii 

1M 

il 

NOTE.  —  Maximum  lengths  denote  shipping  lengths. 

44 

JONES     &     LAUGHLIN     STEEL    CO. 

OVALS,    HALF    OVALS,     HALF    ROUNDS, 
HEXAGONALS    AND   BLUNT    OVALS 

Sizes  Rolled  by  Jones  &  Laughlin  Steel  Company 

OVALS 

HALF  OVALS 
i       ' 

HALF 

ROUNDS 

HEXAG- 
ONALS 

© 

1 

*! 

*| 

II 

<a 

,1 

1 

11 

8 

"we 
'53  3 

1 

|c| 

1 
1 

M 

1 

M 

If 

II 
ft 
If 
tt 

^ 
|| 

if 

0.297 
0.376 
0.465 
0.551 
0.669 
0.632 
0.774 
0.910 
1.030 
1.170 
1.508 
1.860 
2.670 

$ 
1 

IM 

2  4 
2 

2M 

3  2 
3 

¥ 

*13 

s 

t 

M 

H 

3A 

Y2 

5/8 

X 
II 

ft 

II 

12 

II 
If 

fi 

i? 
IM 
in 

ill 

1A 

0.084 
0.114 
0.149 
0.170 
0.198 
0.232 
0.282 
0.335 
0.455 
0.585 
0.754 
0.930 
0.876 
1.100 
1.335 
1.825 
2.380 
1.751 
1.623 
2.915 
3.716 
2.584 
3.006 

& 

H 
A 

5/8 

H 

1* 

i 

IM 

2  4 

0.131 
0.187 
0.256 
0.334 
0.522 
0.631 
0.751 
1.032 
1.335 
1.690 
2.086 
3.004 
4.089 
5.34 

N 

A 

A 

ys 

$ 

if 

IP 

*7* 

lil 

0.283 
0.414 
0.564 
0.736 
0.932 
1.150 
1.392 
1.656 
1.944 
2.254 
2.588 
2.945 
3.324 
3.727 
4.152 
4.601 
5.072 
5.567 
6.085 
6.625 
7.189 
7.775 
8.385 
9.018 
9.673 
10.352 
11.053 

BLUNT  OVALS 

—  7f^r~~y 

v~  r  Q?''  y  ^ 

i«~—  w  —  *i 

<0 

J3 

a 

T 

* 

1 
I 

A 

II 

V. 

II. 

H 

1 

0.557 
0.735 
1.020 

JONES    &     LAUGHLIN     STEEL     CO.  45 

STEEL     HOOPS 
Sizes  Rolled  by  Jones  &  Laughlin  Steel  Company 


WIDTH 
INCHES 


GAUGE 


WIDTH 
INCHES 


GAUGE 


y* 


13  to  19 
13  to  19 
13  to  19 
13  to  19 

13  to  19 
13  to  19 
13  to  19 
13  to  19 
13  to  19 
13  to  19 


1M 
2 


2M 
3 


13  to  19 

13  to  18 
13  to  16 
13  to  16 
13  to  16 
13  to  16 
13  to  16 
13  to  16 

13  to  16 


ROUND    EDGE    STEEL    FLATS 
(Measurement  Over  All) 

(  Advancing  in 

to  3%  in.  wide  by  3^  to  1  in.  thick   .     <  width  and  thick- 

t  ness  by  16ths. 


ROUND    EDGE   STEEL   TIRE 
(Measurement  on  Flat) 

(  Advancing  in 

to  3  in.  wide  by  ^  to  1  in.  thick    .    <  width  and  thick- 

'  ness  by  16ths. 


46            JONES    &    LAUGHLIN     STEEL    CO. 

LONGEST  LENGTHS 

IN  FEET,  OF  FLAT  BARS 

Rolled  by  Jones  &  Laughlin   Steel  Company 

Bfl 

THICKNESS  IN  INCHES 

2  5 

A 

H 

A 

M 

A 

H 

A 

H 

H 

H 

tt 

H 

1 

IX 

IM 

IK 

2 

16 

75 

75 

75 

75 

75 

75 

75 

75 

70 

70 

60 

45 

44 

38 

15 

.. 

75 

75 

75 

75 

75 

75 

75 

75 

70 

70 

60 

45 

44 

38 

14 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

68 

05 

50 

40 

40 

35 

13 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

05 

05 

50 

40 

40 

35 

12 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

05 

65 

50 

40 

40 

35 

11 

.. 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

05 

05 

50 

40 

40 

35 

10 

50 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

66 

05 

50 

40 

40 

35 

9M 

50 

50 

50 

50 

50 

50    46 

42 

38 

35 

32 

30 

26 

21 

17 

15 

13 

9M 

50    50 

50 

50 

50 

50 

40 

42 

38 

35 

32 

30 

M 

21 

17 

15 

13 

9  " 

50 

75 

75 

75 

75    75    75 

75 

75 

75 

70 

68 

66 

50 

40 

40 

35 

sx 

50 

50 

50 

50 

50    47    41 

37 

33 

31 

28 

20 

23 

18 

15 

13 

11 

8 

50 

50 

50    50 

50    50    50 

45 

41 

37 

34 

32 

28 

22 

18 

10 

14 

7H 

50 

75 

75    75 

75 

75    75 

75 

75 

75 

70 

05 

66 

50 

40 

40 

35 

iy 

50 

50 

50    50 

50    50    50 

45 

41 

38 

34 

32 

28 

22 

19 

16 

14 

•jy4 

50 

50 

50    50 

50    50    50 

50 

47 

43 

39 

30 

32 

25 

21 

18 

16 

7 

50 

50 

50    50 

50    50    50 

50 

48 

44 

40 

38 

33 

26 

22 

19 

16 

8H 

40 

40 

40    40 

40    40    40 

40 

40 

40 

40 

38 

33 

26 

22 

18 

16 

§y. 

50 

50 

50 

50 

50    50    50 

50 

48 

44 

41 

38 

33 

26 

22 

19 

16 

6 

50 

50 

50 

50 

50 

50    50 

50 

50 

49 

45 

42 

30 

29 

24 

21 

18 

5X 

50 

50 

50 

50 

50 

50    50 

48 

43 

40 

30 

34 

30 

24 

20 

17 

15 

5 

50 

50 

50 

50 

50    50    50 

50 

50 

50 

50 

50 

47 

38 

31 

20 

23 

4k 

50 

50 

50 

50 

50    50    50 

50 

50 

50 

50 

50 

50 

40 

34 

29 

25 

4^ 

50 

50 

50 

50 

50    50    50 

50 

50 

50 

50 

50 

50 

43 

37 

32 

28 

4 

50 

50 

50 

50 

50    50    50 

50 

50 

50 

50 

50 

50 

45 

39 

33 

29 

32i 

40 

40 

40    40 

40    40    40 

37 

33 

32 

29 

27 

24 

19 

15 

34 

30 

3/^ 

40 

40 

40    40 

40    40    40 

40 

37 

34 

31 

29 

25 

20 

17 

37 

32 

3/^ 

40 

40 

40 

40 

40 

40    40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

34 

3 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

38 

2M 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

2^ 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

2M 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

2 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

36 

30 

25 

1% 

35 

35 

35 

35 

35 

35 

35 

&5 

35 

35 

35 

35 

35 

35 

35 

1H 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

1M 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

1 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

JONES    &    LAUGHLIN     STEEL    CO.              47 

FLATS 

Sizes  Rolled  by  Jones  &  Laughlin  Steel  Co. 

WIDTH 

THICKNESS 

WIDTH 

THICKNESS 

WIDTH 

THICKNESS 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

H 

No. 
No. 

12  to  A 
12  to   A 

n 

No.  12  to  33^ 
No.  12  to  334 

7 

No.  11  to  2 
No.  11  to  2 

54 

No. 

12  to  ii 

3^i 

No.  12  to  3 

71^ 

No.  11  to  2 

7^ 

No. 

12  to  i$ 

3M 

N 

0. 

[2  to  33^ 

754 

No.  11  to  2 

g?^ 

77^ 

No.  10  to  3 

1 

No. 

12  to   H 

No. 

12  to  1 

4 

No.  12  to  33^ 

8 

No.  11  to  2 

1J4 

No. 

12  to  13^ 

4/^ 

N 

o. 

11  to  2 

8V£ 

No.  11  to  2 

1% 

No. 

12  to  1M 

434 

No.  12  to  2 

13>^ 

No. 

12  to  \Y% 

4/^ 

K 

o. 

11  to  2 

9 

No.  11  to  2 

JS/j 

No. 

12  to  1H 

43^ 

N 

0. 

LI  to  2 

35£  tO  2 

1/4 

No. 

45^ 

No.  11  to  2 

9/4 

IJi 

No. 

12  to  154 

4M 

No.  11  to  2 

4J'8 

N 

0. 

11  to  2 

10 

&  to  2 

2 

No. 

12  to  \% 

23^3 

No. 

12  to  13^ 

5 

N 

0. 

LI  to  2 

11 

J4  to  2 

oH 

No. 

12  to  2 

No.  11  to  2    ' 

No. 

12  to  11A  ' 

5M 

N 

0. 

11  to  2 

12 

34  to  2 

2V4 

No. 

12  to  234 

5M 

No.  11  to  2 

2^| 

No.  12  to  l]4 

13 

Mto2 

254 

No. 

12  to  2J^ 

6 

N 

0. 

Ito2 

2% 

No. 

12  to  2M 

No.  11  to  2 

14 

J4  to  2 

63^ 

N 

0. 

Ito2 

3 

No. 

12  to  2^ 

654 

No.  11  to  2 

15 

9^to2 

Ix 

No. 

12  to  3  2 

16 

i^to2 

NUT    STEEL 

S^ 

W  f> 

H  o 
S  O 

II 

:KNESS 

CHES 

H  o 

II 

1|        |l 

W 

H"" 

Is 

is  ,5 

i- 

"^  ft. 

*s 

Hz       ,*  « 

3i 

1 

0.664 
0.767 
1.080 

i 

1 

' 

2.630 
2.776 
3.280 

1 

IrV      5-757 
ItV       7.  192 
lf>      8.785 

if 

Tff 

1.162 

3.237 

2A 

ITT     10.69 

M 

1.434 

ll 

i 

3.367 

2% 

IfV     12.61 

7^ 

M 

1.580 

US 

ij 

3.410 

IrV 

8 

2.483 

ill 

1 

4.482 

NOTE.—  See  page  46  for  maximum  lengths  of  flats. 

4S 


JONES    &    LAUGHLIN     STEEL    CO. 


tc 

3 


fc 

W    <§ 

h   M 


Q  -o 
H    v 


K   8 

s 


»  IM  M  <>4  »-i 


<M       l  ^i  -H  ^H  »  , 


?  O -^  O  OD  CO  Tf  ^  ( 
—  =;   s  --  .-  -r-r  : 


i  c-5  el  cl  <M  ?5 


;§-:sg^^s§§§ 


:§gg§§§S?S?§§?§gSS§§§  : 


JONES    &    LAUGHLIN     STEEL    CO. 


4'.) 


RECTANGULAR  PLATES  ROLLED  ON  78-INCH 

MILL 
Sizes  Rolled  by  Jones  &  Laughlin  Steel  Company 


THICKNESS 


No.  11  . 
No.  10  . 
No.  9  . 

No.    8  . 
^  inch  . 
-/•%  and 
T^  inch  . 
inch  . 


inch 


WIDTH  AND  LENGTH  OF  PLATES  IN  INCHES 


66      60      56      52 


44      40 


32     28      24 


...  144  168  180  192  204  216  228  240  252  264 
120  168  180  192  204  216!228  240  252  264  276 
120|l68;i80  192  204:216  228  240352  264  276 
120  168  180  192  216  228{240  252  264  276!288 
120  192  204  216  2281240  264  288^300  300  300 
120  192|204:216i228^240  252  264  276  288  300 
108  144J156  168 180  192i204  216  264  300  300 
96  120  144  156  180:192:216240252264  276 


CIRCULAR  PLATES 


THICKNESS  IN 
INCHES 

MAXIMUM 
DIAMETER  IN 
INCHES 

THICKNESS  IN 
INCHES 

MAXIMUM 
DIAMETER  IN 
INCHES 

H 

65 

A 

103 

& 

65 

II 

103 

M 

90 

ii 

103 

* 

100 

M    ) 

H 

103 

up  to  [ 

103 

& 

103 

V/2     ) 

to 

103 

Plates  of  greater  width  than  shown  in  this  schedule  may 
be  submitted  for  special  consideration. 

All  our  plates  are  accurately  straightened  by  the  most 
improved  straightening  methods  known. 


50 


JONES 


LAUGHLIN     STEEL    CO. 


WEIGHTS  AND  DIMENSIONS  OF  STEEL  TEES 
With  Equal   Legs 


SECTION 
No. 


SIZE  IN  INCHES 


Flange         Stem 


THICKNESS  OF  METAL,  INCHES 


Flange 


Stem 


T  1 
T  2 
T  3 
T  4 
T  5 
T  6 
T32 
T  7 
T  8 
T  9 
T10 
Til 
T12 
T13 
T14 
T15 
T16 
T17 
T18 
T19 


to  A 


to 


With    Unequal    Legs 


SECTION 
No. 


SIZE  IN  INCHES 


Flange         Stem 


THICKNESS  OF  METAL,  INCHES 


Flange 


Stem 


T31 
T33 
T30 
T29 
T23 
T24 
T25 
T26 
T27 
T28 


NOTE. — The  maximum  length  in  which  we  can  furnish  tees  is  35  feet. 
In  ordering  extreme  lengths  a  leeway  of  five  feet  will  facilitate  the  execution 
of  orders. 


JONES    &    LAUGHLIN     STEEL    CO. 


51 


Z    BARS 

Sizes,  Weights,  Dimensions   and    Maximum    Lengths, 
Rolled  by  Jones  &  Laughlin  Steel  Co. 


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4.69 

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c/5 

54            JON  ES    &     LAUG 

HLIN     STEEL    CO. 

LONGEST    LENGTHS 
Rolled  by  Jones  & 

IN    FEET    OF     ANGLES 
Laughlin  Steel  Co. 

•  a 

N    X 
*l 

THICKNESS  IN  INCHES 

H 

A 

M 

A 

K 

A 

M 

A 

K 

tt 

X 

it 

H 

1 

1& 

IK 

8    X8 

6    X6 
6    X4 
6    X3H 

5    X5 
5    X4 
5    X3H 
5    X3 

4KX3 

4    X4 
4    X3^ 
4    X3 

3HX3^ 
3HX3 
3HX2H 
3>iX3>i 

3    X3 
3    X2H 
3    X2 

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2&X2M 

2    X2 
2    X1H 
2    X1H 

IHX1H 

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IXXU4 

1    XI 

&X  5i 

95 

100 
100 
100 

100 
100 
100 
100 

54 

54 
54 
54 

54 
54 
54 
54 

54 

54 

81 

2S 

31 
86 

45 

45 
35 

45 

95 

100 
100 
100 

100 
100 
100 
100 

54 

54 
54 
54 

54 
54 
54 
54 

54 

54 

95 

100 
100 
100 

100 
100 
100 
100 

54 

52 
54 
54 

54 
54 
54 
54 

54 
54 

95 

100 
100 
100 

100 
100 
100 
100 

50 

47 
50 
54 

54 
54 
54 

95 

100 
100 
1(10 

100 
100 
100 
100 

46 

44 

40 
50 

50 

95 

100 
100 
100 

100 
100 
100 
100 

44 

42 
42 

4(5 

40 

95 

100 
100 
100 

100 
100 
100 
100 

M 

100 
100 
100 

100 

95 

95 

100 
100 
100 

100 
100 
100 
100 

54 

54 
54 
54 

54 

l\ 

54 

a 

40 
38 

40 
45 

; 

; 

i 

35 
35 

100 
100 
100 

100 
100 
100 
100 

54 

54 
54 
54 

54 
54 
54 
54 

54 
54 
35 

32 

K 

45 
45 

45 

40 

45 
35 

100 
100 

54 

54 

'54 
54 

54 
54 
54 
54 

54 
54 
50 
44 

K 

50 
50 

50 
50 

50 
35 
35 

35 
35 
35 

... 

54 

54 
54 
54 
54 

54 

54 
50 
50 

50 

50 
50 

50 
50 

50 
35 
35 

35 
35 
35 

45 

54 

54 
54 

1 

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50 

35 
35 
35 
45 
45 

50 

" 

50 
50 
50 

50 

50 

50 
35 
35 

35 
35 
35 
45 
45 

Lengths  given  are  in  feet.     In  ordering  extreme  lengths,  a  leeway  of     • 
five  feet  will  facilitate  the  execution  of  orders. 

JONES    &    LAUGH  LIN     STEEL    CO. 


AREAS    OF    ANGLES 


SIZE 
INCHES 

M 

A 

X 

A 

K 

A 

H 

A 

H 

tt 

K 

tf 

12.34 
9.09 
7.47 
7.06 
7.47 
6.65 
6.25 
5.84 
5.44 
5.84 
5.44 
5.03 
5.03 

n 

8    X8 
6    X6 
6    X4 

5    X5 
5    X4 
5     \/  QL£ 

5    X3 

4  2X4 
4    \x  7i/ 

4    X3 

3jjx3  3 

3MX24 

3  4X3  2 
3    X2>6 
3    X2 

2%X2M 

2>|x2  2 

2  4X24 
o     \s  1  1/ 

1  4xi  4  j 
i  x  M  ! 

/4^     x^ 

7.75 
5.75 
4.75 
4.50 
4.75 
4.26 
4.00 
3.75 
3.50 
3.75 
3.50 
3.25 
3.25 
3.00 
2.75 
3.00 
2.38 

2.75 
2.50 
2.25 
2.50 
2.25 
2.00 

1.76 
2.00 
1.75 

8.68 
6.43 
5.31 
5.03 
5.31 
4.74 
4.47 
4.18 
3.91 
4.18 
3.91 
3.62 
3.62 
3.34 
3.06 
3.34 
2.64 

3.06 

2.78 

9.61 
7.11 
5.86 
5.55 
5.86 
5.24 
4.92 
4.61 
4.29 
4.61 
4.29 
3.98 
3.98 
3.67 
3.^36 
3.67 

3.36 
3.06 

10.53 
7.78 
6.41 
6.06 
6.41 
5.71 
5.37 
5.03 
4.68 
5.03 
4.68 
4.34 
4.34 
4.00 
3.60 

J  11.44 
8.44 
6.94 
6.56 
6.94 
6.18 
5.81 
5.44 
5.06 
5.44 
5.06 
4.69 
4.69 

13.23 
9.74 
7.99 
7.55 
7.99 
7.12 
6.67 
6.28 

4.36 
3.61 
3.42 
3.61 
3.24 
3.05 
2.86 
2.68 
2.86 
2.68 
2.48 
2.48 
2.30 
2.11 
2.30 
,82 

2.11 
1.92 
1.73 
1.92 
1.73 
ll. 

1.36 
1.55 
1.36 
1.17 
1.12 
1.17 
1.09 
0.99 

5.0€ 

4.1? 
3.97 
4.  IS 
3.76 
3.53 
3.31 
3.09 
3.31 
3.09 
2.87 
2.87 
2.65 
2.43 
2.65 
2.11 

2.43 
2.22 
2.00 
2.22 
2.00 
1.78 

1.56 
1.78 
1.56 

1.30 

2.40 
2.25 
2.40 

1.94 

A 

i:« 

2.09 
2.09 
1.93 
1.78 
1.93 
1.56 

1.78 
1.62 
1.47 
1.62 
1.47 
1.31 

1.15 
1.31 
1.15 
1.00 
3.97 
1.00 
3.92 
3.84 
3.71 

1.09  • 

.'  i!66  ! 
"!"6!8S 

0.76.... 

0.71.'... 
0.620.88 
....0.81 
.  ...  0.  76 
....0.71 

h.480.7l 
.  ...  0.  62 
....0.59 
0.420.62 
...0.57 
0.360.53 
0.300.43 
0.240.34 
3.190.27 
3.170.25 

1.44 
1.56 
1.26 

L31 
1.19 
1.31 
1.19 
1.06 
1.00 
0.94 
1.06 
0.94 
0.81 
0.79 
0.81 
0.76 
0.69 
0.56 
0.44 

SIZE 
INCHES 

If 

1 

1A 

1H 

8X8 
6X6 
6X4 

5X5  2 

14.12 
10.37 
8.50 
8.03 
8.50 

15.00 
11.00 
9.00 
8.50 
9.00 

15.87 

16.73 

SIZE 

OF 

HOLE 


07 


AREA  TO  BE  DEDUCTED  FOR  ONE  HOLE 


18'.21 
21  .25 
25  .30 
29.35 


,7*  X  A  ^ 


.40 


.76 


K  It    1 


5f, 


.73 

.86 

1.00 


.77 

.91 

1.06 


Above  table  gives  area   of  angles   corresponding  to   thickness  varying 
by  jVinch. 


56 

JONES    &    LAUGHLIN     STEEL    CO. 

K 

.-DIMENSIONS  OF  STAN- 

Tj 

^             {t              1     j     DARD  STEEL  BEAMS, 

*  M 

A  „      \              11                   AND    MAXIMUM 

•fir 

/T                                                        LENGTHS 

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1006.792 

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17.5 
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3.765 
3.660 

0.355 
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1.094 

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12.253.3300.230 

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70  6.  196 
656.098 
606.000 

0.786 
0.688 
0.590 

0.59 

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70 

ft 

14.75 
12.25 
9.75 

3.2940.504 
3.1470.357 
3.0000.210 

0.21 

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A 

75 
75 
75 

555.754 

0.664 

75 

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— 

— 

15 

505.656 
455.558 
425.500 

0.566 
0.468 
0.410 

0.41 

3 

if 

75 
75 
75 

4 

10.5 
9.5 

8.5 

2.8800.410 
2.8060.366 
2.7330.263 

0.19 

1H 

A 

50 
50 
50 

605.740 

0.950 

55 

7.5 

2.660 

0.190 

50 

55 

5.618 

0.828 

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505.496 

0.706 

0.46 

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2.5260.366 

50 

45 

5.373 

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3   6.5 

2.4280.268 

0.17 

JJL.  j    JL 

50 

405.250 

0.460 

75 

5.5   2.3300.170 

50 

Lengths  given  are  in  feet.     In  ordering  extreme  lengths,  a  leeway  of  five 
feet  will  faci  itate  the  execution  of  orders. 

JONES 

&    LAUGHLIN     STEEL    CO.             57 

DIMENSIONS    OF    STANDARD    STEEL 

CHANNELS  AND  MAXIMUM  LENGTHS 

K-  ^  v 

U~"fc~. 

1 

d 

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c   *^ 

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3.836 

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75 

19.75 

?,  510 

0  630 

75 

50       3.7330.733 

2M 

75 

17.25 

2.405 

0.525 

1H 

75 

15 

45 
40 

3.6380.636 
3.5380.538 

0.40 

1^ 

« 

75 
75 

7 

14.75 
12.25 

2.3000.420 
2.1950.315 

0.21 

}$ 

H 

75 
75 

35 

3.440 

0.440 

J7^ 

75 

9.75 

2.090 

0  210 

Jl^ 

75 

33 

3  400 

0  400 

-- 

p 

13 

52 
to 
31.5 

4.4600.840 
to       to 
4.0000.375 

0.34 

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to 
75 

7 

22.0 
20.5 
18.0 

3.5 
3.43 
3.33 

0.50 
0.43 
0.33 

0.475 

2 
2 

2 

if 

90 
90 
90 

40 

3.4100.758 

2 

75 

15.50 

2.288 

0.568 

1«/$ 

75 

35 
1230 

3.2900.636 
3.1700.513 

0.28 

2 
2 

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75 
75 

6 

13.00 
10.50 

2.166 
?.  043 

0.446 
0,323 

0.20 

ivf 

rt 

75 
75 

25 

3.0500.390 

1% 

75 

8.00 

1.920 

0.200 

m 

75 

20  5 

2  940 

0  280 

1/4 

'  '' 

18  40 

0    ftfiO 

0  5fi2 

10 

35 
30 
25 
20 
15 

3.1880.828 
3.0410.681 
2.8940.5340.24 
2.7470.3781 
2.6000.240 

2 
2 

2 

if 

75 
75 

75i 
75 
75 

G 

17.10 
15.90 
14.60 
13.30 
15.0 

3.000 
2.936 
2.874 
2.812 
3.5 

0.500 
0.437 
0.375 
0.312 
0.35 

0.28 
0.34 

i^ 

2 

if 
H 

58 
90 

9 

25 
20 
15 

2.814 
2.651 

2.478 

0,614 
0.451 
0.288 

0.23 

"i 

ti 

75 
75 
75 

5 

11.50 
9.00 
6.50 

2.044 

1.897 
1.750 

0.484 
0.337 
0.190 

0.19 

A 

75 
75 
75 

13.25 

2.4300.230 

1% 

75 

7.25 

1.727 

0.327 

50 

— 







— 

— 

— 

4 

6.25 

1.6540.254 

0.18 

1 

A 

50 

21.25 

2.628 

0.588 

i/^ 

75 

5.25 

1.5800.180 

50 

18  75 

9   Wfi 

1    AOfi 

T- 

8  16.  25'2.  444  0.404  0.22 

i;4 

'-?- 

75 

6.00 

1  606 

0  366 

50 

13.75 
11.25 

2.3520.312 
2.2600.220 

w 

75 
75 

3 

5.00 
4.00 

1.508 
1.410 

0.268 
0.170 

0.17 

tt 

A 

50 
50 

Lengths  given  are  in  feet.     In  ordering  extreme  lengths,  a  leeway  of  five 
feet  will  facilitate  the  execution  of  orders. 

58             JONES    &    LAUGHLIN     STEEL    CO. 

CAST    SEPARATORS    FOR    BEAMS 

Separators  with  Two  Bolts 

DESIGNATION 
OF  BEAM 

DISTANCES 

BOLTS 

WEIGHTS 

•5  2 
24 

Number  of  Shape 

11 

*! 

Out  to  Out  of 
Flanges  of  Beams 
Inches 

Center  to  Center 
of  Beam 
Inches 

sl 

fa  1  Distance,  Center 
to  Center,  Inches 

I! 

Bolts  and  Nuts 
Pounds 

Increase  of  Bolts 
for  i  inch  Additional 
Spread  of  Beams 
Pounds 

Separator 
Pounds 

Add  to  Separator 
Weight  for  each  Inch 
Spread  of  Beams 
Pounds 

BO 

80 

14% 

7% 

% 

9% 

3% 

0.25 

29% 

5^ 

20 
20 

Bl 
B2 

80 
65 

v& 

7  * 

% 

10 

10 

8* 

3% 

0.25 
0.25 

8* 

1% 

18 

B2* 

55 

12% 

6% 

% 

9 

8K 

3H 

0.25 

19 

2% 

15 
15 
15 

B4 

80 
60 
42 

I 

¥ 

I 

7 
7 
7 

9 
8 

¥ 

0.25 
0.25 
0.25 

12% 

1 

12 

B6 

31* 

10% 

5% 

% 

6K 

7% 

3 

0.25 

9% 

1H 

Separators  with  One  Bolt 

12 
12 

B  5 
B  6 

40 

11- 

10% 

5% 

£ 

m 

iH 

0.12 
0.12 

% 

IS 

10 
10 

B  7 
B  7 

40 
25 

11 

10% 

6 

% 

.... 

™ 

1% 

'0.12 
iO.12 

7 

TM. 

IS 

9 
9 

B  8 
B  8 

35 
21 

10% 

5 

% 

:::: 

6% 

m 

0.12 
0.12 

j)K 

IS 

8 

B9 
B  9 

SJ 

8% 

5 

4% 

% 

.... 

6  2 

1M 

0.12 
0.12 

& 

If 

7 
7 

BIO 
BIO 

20 
15 

1% 

5 

% 

.... 

5% 

1* 

0.12 
0.12 

8 

?! 

6 
6 

Bll 
Bll 

17% 
12% 

81 

4 
3% 

% 

.... 

5H 

$ 

0.12 
0.12 

& 

A 

5 
5 

B12 
B12 

14% 

7 

?& 

% 

.... 

4% 

$ 

0.12 
0.12 

% 

§ 

4 

B13 

7^ 

5% 

3% 

% 

— 

4H    1% 

0.12 

1H 

Ji 

3 

B14 

5^ 

5% 

3 

% 

4%     % 

0.12 

id            % 

Separators  for  18,  20  and  24-inch  beams  are  made  of  fs-inch  metal. 
Separators  for  6  to  15-inch  beams  are  made  of  %-inch  metal. 
Separators  for  5-inch  beams  and  under  are  made  of  34-inch  metal. 
Minimum  widths  given.     Separators  can  be  made  wider. 

JONE 

S    &    LAUGHLIN     STEEL    CO.            59 

STANDARD 

SPACING    AND    DIMENSIONS    OF 

RIVET  AND  BOLT  HOLES 

Through  Flanges  of  Beams,  Channels,  Connection  Angles 

TK-B-H 

3 

^ 

r 

dL—  Jf 

^wil 
'wssJT^ 

Jl 

f 

STEEL  BEAMS 

STEEL  CHANNELS 

ANGLES 

Inches 

I 

II 

A 

B 

S 

1 

o 
o 
ta  ^ 

y 

A 

B 

S? 

i.  of  Bolt 
Inches 

C 

A 

a 

|l 

II 

,c 

$ 

c 

i 

f2 

o  > 

IS 

f 

V 

fl 

B  +T 

1 

0 

* 

S  ° 

1 

S 

P 

^ 

S 

P 

JS 

a 

24 

80. 

X 

4 

§y?. 

15 

45. 

X 

2J 

4 

5% 

6 

1 

3K 

15 

33. 

X 

17^ 

20 
20 

80. 
65. 

V 

4 

s 

x  , 

5$ 

13 

31.5 

X 

2^ 

53^ 

5 

1 

2^ 

18 

55. 

X 

3 

/2 

X 

5K 

12 

12 

30. 
20.5 

X 

2 

Ij 

4 

6A 

4 

1 
1 

2X 

2 

15 

80. 
60. 

X 
X 

3^ 

?4 

10 
10 

25. 
15. 

X 

2 

I1 

4 

5^ 

3X 

H 

IX 

15 

42. 

X 

3 

5TV 

9 

20. 

13 

4 

5V 

3 

H 

IX 

12 

40. 

X 

3 

5K 

9 

13.25 

X 

1^ 

/8 

5^ 

o  a/ 

3/ 

I1/ 

12 

31.5 

X 

2 

X 

5/8 

8 

16.25 

1  r 

4 

J* 

74 

/2 

10 

25. 

X 

2 

H 

Mr 

8 

11.25 

X 

il 

4 

s3 

2/2 

X 

1/8 

9 

21. 

X 

2 

X 

7 

7 

17.25 
9.75 

X 

I1/ 

5A 
6X 

2X 

X 

IX 

8 

17.75 

X 

2 

l/4 

5^ 

7 

Ship 

X 

2 

5r5S 

2 

>* 

l# 

7 

15., 

# 

2 

X 

5X 

6 
6 

13. 

8. 

tl 

1/8 

51? 

IX 

# 

it 

1  3 

6 

12.25 

H 

2 

5X 

6 

Ship 

X 

2 

5^ 

/2 

/2 

TS 

5 

975 

x 

1 

X 

5V 

5 

9. 

^ 

IX 

5/8 

1J< 

K 

H 

5 

6.5 

^ 

1 

5  A 

4 

7.5 

K 

1 

% 

5T*s 

4 

5.25 

1 

5lS5 

1 

^8 

T* 

3 

5.5 

rs 

1 

b 

6ft 

3 

4. 

/8 

tf 

5ft 

* 

X 

T?6 

The  spaces    "  B  "    correspond  with   spacing 
Standard   Connection  Angles. 

given   on    page    61   for 

60  JONES    &    LAUGHLIN     STEEL    CO. 

Notes  on  Standard  Connection  Angles  for 
Jones  &  Laughlin  Steel  Co.'s  Beams 

The  Standard  Connection  Angles  for  Jones  &  Laughlin 
Steel  Co.'s  Steel  Beams,  illustrated  on  next  page,  are  designed 
for  an  allowed  shearing  strain  of  10,000  pounds  per  square 
inch,  and  a  bearing  strain  for  20,000  pounds  per  square  inch 
on  rivets  or  bolts,  corresponding  with  an  extreme  fiber  strain 
of  16,000  pounds  per  square  inch  in  the  beam.  The  minimum 
span  length  at  and  above  which  the  standard  connections  can 
be  used  with  safety  (the  beam  being  loaded  with  its  full  capacity) 
are  shown  in  the  tables  below.  For  shorter  spans  (the  beam 
being  loaded  with  its  full  capacity)  additional  strength  in  the 
connection  should  be  made. 


Table  of  Minimum  Spans  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams  for  which  Standard  Connection  Angles  may  be 
Safely  Used  with  Beams  Loaded  to  their  Pull  Capacity. 


Section 
No. 

Size 
of 
Beam 
Inches 

Weight 
&rt 

Minimum 
Safe  Span 
in  Feet 

Section 
No. 

Size 
of 
Beam 
Inches 

Weight 
iffi 

Minimum 
Safe  Span 
in  Feet 

BO 

24 

80 

18.0 

B   8 

9 

25 

9.6 

Bl 

20 

80 

16.0 

B    8 

9 

21 

8.6 

B2 

20 

65 

14.0 

B    9 

8 

25X 

7.6 

B2>^ 

18 

55 

14.0 

B    9 

8 

17* 

7.0 

B2^ 

15 

80 

12.6 

BIO 

7 

20 

6.0 

B3 

15 

70 

12.0 

BIO 

7 

15 

5.6 

B4 

15 

60 

11.6 

Bll 

6 

17* 

6.6 

B4 

15 

50 

11.0 

Bll 

6 

12X 

6.0 

B4 

15 

42 

10.6 

B12 

5 

14* 

4.0 

B5 

12 

40 

8.6 

B12 

5 

9# 

4.0 

B6 

12 

31^ 

7.6 

B13 

4 

W/2 

3.0 

B7 

10 

35 

10.6 

B13 

4 

7/2 

3.0 

B7 

10 

25 

9.0 

JONES    &    LAUGHLIN     STEEL    CO. 


(51 


STANDARD    CONNECTION    ANGLES 
For  I   Beams  and  Channels 


For  24"  I 


For  20   I 


For  18"! 


For  15    I.'s  &  C.'s 


+     m  ^   „+-]" _  ^4— "j         Weight  40  Ibs. 


o  x  L  x  :is  L.O-IOH  i& 

Weight  28  Ibs. 


6  T  4  x  ft  L-0-8  Ig. 
Weight  21.9  Ibs. 


For  12  L's  &  t.'s 


For  7  8  9  &  10  I.'s  &  [  .'s 


For  5  &  6  I.'s  &  [  .'a 


For  3  &  4  I.'s  &  [\s 


.[I     6x4x  ft  L-0-31g. 
Weight  8.2  Ibs. 


jr^iir  ^ 


:: 


* 


6xlxft  L-0-l?i  Ig. 
Weight  5.6  Jbs. 


All  holes  for  %-inch  bolts  or  rivets.     The  weights  of  connections  include 
.    shop  and  field  rivets. 


n 


JONES    &    LAUGHLIN     STEEL    CO. 


LOCATION    OF    CONNECTION    ANGLES 

(For    Beams    of    Different    Sizes    Framing    opposite, 

Bottoms  or  Tops  being  Flush) 


T  T 


12"  I  to 


l&-  ,  I  »| 


»-k*«ai 


10  "i  to  9"  i 


10"  I  I 
9»l> 

8"l) 


to  7"  I 


See  Punching  cf  Connection  Angles  on  page  61. 


JONES    &    LAUGHLIN     STEEL    CO.             G3 

BEARING    PLATES    FOR    BEAMS 
AND  CHANNELS  ON  BRICK    OR  MASONRY 

SIZE  OF  BEAM 
OR  CHANNEL 

BEARING  ON  WALL 
INCHES 

SIZE  OF 
BEARING 
PLATES 

WEIGHT  IN  POUNDS 

SAFE  BEARING  VALUES 
IN  TONS  FOR  PLATES 
RESTING  ON 

c 
|| 
1* 

First  Class 
Brick 

Ordinary 
Masonry 

345  &6 

inch 

6 
6 

6X  QXH 
6X  6X^ 

4 
5 

1.8 

2.7 

4.5 

7&  8 
inch 

8 
8 

8X  8X>£ 
8*  8X% 

9 

14 

3.2 

4.8 

8.0 

9  &10 

inch 

8 

8 

8X12XK 
8X12XM 

14 
20 

4.8 

7.2 

12.0 

12  inch 
31.5  pounds 

12 
12 

12X12X^ 
12X12XM 

20 
31 

7.2 

10.8 

18.0 

12  inch 
40  pounds 
and  up 
15  inch 
42  pounds 

12 
12 

12X16X% 
12X16X1 

41 
54 

9.6 

14.4 

24.0 

15  inch 
60  and  80 
pounds 

12 
12 

12X18X?4 
12X18X1 

46 
61 

10.8 

16.2 

27.0 

18  20  24 

inch 

16 

16X16X1 

73 

12.8 

19.2 

32.0 

Above  bearing  valu 

Allowable  load  on  brick 
Allowable  load  on  first  c 
Allowable  load  on  maso 

Use  the  thicker  pla 
common  brick  work. 
When  end  reaction 
plates  will  be  provided 
special  calculations. 

es  are  based  on  the  folio 
work    ' 

wing  table  : 

00  pounds  per  square  inch 
50  pounds  per  square  inch 
250  pounds  per  square  inch 

ceeding  those  given  under 

e  bearing  values,   special 
earns  will  usually  require 

lass  work     .... 

te  for  bearing  values  ex 

exceeds  the  above  sa 
20-inch  and  24-inch  b 

64  JONES    &     LAUGH  LIN     STEEL    CO. 


BUILT    COLUMN    SECTIONS 


Fig.   I  , 


Fig.  4 


Fig.  7 


Fig.  2 


Fig.  5 


Fig.  8 


n  n 


Fig.  3 


H    K    K 


Fig.  6 


nun 


Fig.  9 

nr™ir 
JLL 


Fig.  10  Fig.  11 

I    -± 


Fig.  12 


Fig.  14 


Column  Base 
for  light. loads. 

Fig.  13 


\ 


Column  Base  with 

Cast  Iron  or 
Cast  Steel  Base. 

\    Fig.  15 


Built  up  Column  Base 
for  heavy  loads. 


Dotted  lines  indicate  lattice. 


JONES    &    LAUGHLIN     STEEL    CO. 


66 


GENERAL    DETAILS 


of  Column  Splices  and  of 
Connections  for  I  Beams  to 
Plate  and  Angle  Columns 


NOTE;  Lug  T  applies  to  all-connections. 
Reactions  given  are  for  Colu 
of  ^is*  metal  and  over;  for 
metal  reduce  reactions  by  15  per 
cent.  Rivets  are  assumed  as 


66  JONES    &    LAUGHLIN     STEEL    CO. 

Notes  on  Splicing  of  Columns  and  Connection 
of  Beams  to  Columns 

Page  65  illustrates  manner  of  splicing  columns  and  also 
methods  of  attaching  floor  beams  and  girders  to  columns. 

It  will  be  noted  that  the  columns  are  composed  of  four  angles 
and  one  web  plate. 

Experience  in  the  construction  of  skeleton  steel  frames  for 
buildings,  in  the  past  ten  years,  has  plainly  demonstrated  that 
columns  so  constructed  are  generally  as  economical  in  the  use 
of  material  as  when  composed  of  zees  or  other  shapes.  Besides, 
the  angles  are  easier  to  get  from  the  mills  and  the  connections 
on  such  columns  are  more  simple  and  accessible. 

In  the  fabrication  of  plate  and  angle  columns  less  trouble 
is  encountered  in  keeping  them  straight  and  out  of  wind.  The 
designer  has  at  his  command  a  large  list  of  sizes  and  weights 
of  angles,  so  that  the  proper  strength  can  be  easily  attained 
either  with  the  four  shaft  angles  or  by  the  addition  of  flange 
plates. 

Three  kinds  of  splices  are  shown,  designated  as  A,  B  and  C. 
The  first  and  last  are  for  light  and  heavy  columns  of  same 
widths  of  web  plates,  while  that  marked  B  is  for  columns 
of  different  widths  of  web  plates,  necessitating  the  use  of 
pressure  plates  D  and  fillers  F. 

Pressure  plates  are  commonly  ^-inch  thick,  and  splice 
plates  2^-inch  to  ^4 -inch;  the  latter  being  about  eighteen 
inches  long ;  the  columns  being  spliced  about  1  foot  3  inches 
above  finished  floor  level. 

The  beam  connections  illustrated  will  cover  most  cases 
occurring  in  practice. 

The  reactions  given  for  the  various  connections  apply  to 
columns  with  metal  >£-inch  thick  or  more.  With  shafts  #- 
inch  thick,  the  reaction  must  be  reduced  accordingly. 

The  bearing  value  of  rivets  should  equal  the  double  shear- 
ing value,  where  beams  or  girders  connect  on  each  side  of 
column  webs.  See  tables  on  pages  184  and  185. 


JONES    &    LAUGHLIN     STEEL    CO.  67 


FIREPROOF    FLOOR    CONSTRUCTION 


Fig.  1.   End  Construction.     Fig.  4       Fig.  5 


DDD 
DDD 
DDD 


Fig.  2.   Combination  Construction.     Fig.  6 

"  :  ,* •  v>i"/^yA-*.'»'-^> '  -T  -^  * ! 


Fig.  3.    Parallel  Web  or 
Side  Construction. 


Fig-  7 


Fig.  8 


Fig.  9 


68 


JONES    &     LAUGHLIN     STEEL    CO. 


FIREPROOF  FLOORS,  PARTITIONS,  CEILINGS 
AND  ROOFS 


Fig.  15  Fig.  16 


Fig.  17 


JONES    &    LAUGHLIN     STEEL    CO. 


GENERAL    DETAILS    OF    FLOORS    AND 
CONNECTIONS 


Fig.  1 


Fig.  5 


Fig.  6 


Fig.  8 


Fig.  9 


70  JONES    &    LAUGHLIN     STEEL    CO. 


GENERAL    DETAILS    OF    CEILINGS 


Fig.  1 


Fig.  2 


Fig.  3 


H 


JONES    &    LAUGHLIN     STEEL    CO.  71 


DETAILS    OF    PARTITIONS 


Fig.  6 


Fig- 4 


Fig.  5 


Fig.  7 


FIREPROOFING    COLUMNS 


Fig.  8 


Fig.  9 


Fig.  10 


72  JONES    &    LAUGHLIN     STEEL    CO. 

General  Notes  on   Floors  and  Fireproofing 

Floors 

Examples  of  girders  and  joists  and  their  connections,  as 
they  most  commonly  occur,  are  shown  on  page  69,  Figs.  1,  2 
and  4,  although  we  occasionally  have  cases  where  a  large  beam 
frames  into  a  smaller  beam,  as  in  Fig.  3.  This  is  somewhat 
objectionable  and  should  be  avoided  as  much  as  possible. 
Girders  consisting  of  two  or  more  beams  side  by  side,  as  in 
Fig.  4,  should  be  connected  by  means  of  cast-iron  separators, 
using  either  1-bolt  separators  or  2-bolt  separators,  according 
to  the  size  of  the  beams.  These  separators  in  a  measure  hold 
in  position  the  compression  flanges  of  the  beams,  preventing 
side  deflections  or  buckling.  They  also  unite  the  two  beams 
and  cause  them  to  act  in  unison  as  regards  vertical  deflection. 
Separators  should  be  placed  near  the  supports  and  then  spaced 
at  regular  intervals  of  about  6  feet.  Figs.  5  and  6  show  cuts 
of  separators.  (For  weights  of  separators  for  different  sizes 
of  beams,  see  page  58.) 

Figs.  1,  2,  3  and  4  show  different  methods  of  framing  joists 
into  girders.  Figs.  1  and  2  represent  the  joist  framed  into 
single  girders,  with  standard  angle  connections,  flush  either 
top  or  bottom  as  the  case  may  be.  In  this  case  the  girders 
are  of  a  greater  depth  than  the  joists.  Fig.  4  represents  joist 
framed  into  double  girders,  flush  top  and  bottom.  In  this 
case  the  joists  are  of  the  same  depth  as  the  girders,  connection 
being  made  as  before  with  standard  connection  angles.  Joist 
or  floor  beams  should  be  placed  about  5  or  6  feet  center  to 
center. 

Information  regarding  standard  sizes  of  connection  angles 
for  the  different  sizes  of  beams  is  given  on  pages  60,  61  and  62. 
The  anchors  shown  in  Figs.  3  and  8  are  in  the  wall  end  of  the 
beams  and  are  embedded  in  the  stone  or  brick  work,  thus 
tieing  walls  together.  Fig.  9  shows  tie  rods  used  between 
floor  beams.  They  are  usually  made  of  24-inch  diameter 
rods  and  should  be  spaced  about  6  feet  apart. 


JONES    &    LAUGHLIN     STEEL    CO. 


Fireproofing 

Within  a  few  years,  great  improvements  have  been  made 
in  the  methods  and  materials  employed  for  the  interior  con- 
struction of  buildings ;  especially  is  this  true  of  the  arch  filling 
between  the  steel  floor  members  of  the  skeleton  frame. 

Formerly  ordinary  brick  arches,  or  corrugated  sheets,  curved 
to  proper  radii  and  filled  up  level  with  concrete  to  tops  of  floor 
beams,  were  used. 

This  construction  being  too  heavy  for  high  buildings,  has 
been  discarded,  and  the  hollow  tile  arches,  shown  on  page  67, 
(Figs.  1  to  6)  are  generally  used. 

The  material  is  well-burned  terra  cotta  blocks,  with  voids 
formed  in  them  to  decrease  the  weight.  The  result  is  that  the 
blocks  consist  of  a  series  of  ribs,  over  which  the  pressure,  from 
their  own  weight  and  the  super-imposed  loads,  is  distributed 
as  uniformly  as  is  practicable. 

Figs.  1,  4  and  5  show  the  ribs  running  lengthwise  of  the 
blocks  or  arches. 

In  Figs.  2  and  6  the  voussoirs  have  the  ribs  longitudinal  as . 
before,  but  the  keys,  springers  or  skewbacks  have  the  ribs 
parallel  with  the  axis  of  the  arch  or  supporting  beams.  Some- 
times solid-bearing  tiles  are  inserted  between  the  skewbacks 
and  voussoirs  or  at  intervals  between  the  various  voussoirs; 
the  object  being  to  secure  a  better  bearing  for  the  ribs. 

Fig.  3  illustrates  all  ribs  parallel  with  axis  of  arch  or  support- 
ing beams.  The  first  is  styled  "end"  construction;  the  second 
"combination"  construction,  being  a  combination  of  the  first 
and  third,  while  the  last  is  termed  "side"  construction. 

Practically,  it  is  easier  to  get  better  joints  with  the  "side" 
construction,  which  is  certainly  a  great  desideratum  in  a  good 
solid  floor. 

The  tiles  are  made  of  suitable  strength  to  meet  conditions 
imposed  by  varying  the  thickness  of  the  ribs. 


74  JONES    &    LAUGHLIN     STEEL    CO. 

The  following  formula  is  used  in  calculating  the  strength 
of  flat  arches : 

L=     208  A.  D.        in  which 

~s^— 

L=Safe  load  in  pounds  per  square  foot  of  floor. 

A  =  Least  effective  area  of  terra  cotta  in  square  inches  in 
section  of  arch  12  inches  wide. 

D=Total  depth  of  arch  in  feet. 
S=Span  of  arch  in  feet. 

Two  hundred  and  eight  pounds  is  the  permissible  com- 
pression per  square  inch  on  terra  cotta,  or  brick  work  laid  in 
cement  mortar,  according  to  New  York  and  Philadelphia 
building  laws;  and  is  equivalent  to  a  factor  of  safety  of  7. 

From  the  safe  load  thus  .obtained  should  be  deducted  the 
dead  weight,  consisting  of  the  terra  cotta  arch,  concrete  filling 
over  same,  floor  finish  and  ceiling. 

The  weights  of  terra  cotta  arches,  of  various  •  spans  and 
depths,  are  given  in  table  in  column  marked  "  W." 

The  total  dead  weight  made  up  as  stated  will  vary  from  22 
to  35  pounds  per  square  foot  of  floor  area,  dependent  upon 
depth  and  span  of 'arch,  nature  of  filling  over  same  and  kind 
of  finish  used  for  floors  and  ceilings. 

The  net  permissible  live  loads  thus  obtained  should  be  as 
follows,  to  accord  with  the  New  York  building  laws : 

For  dwellings  and  hotels  ....     70  Ibs.  per  sq.  ft. 

For  office  buildings 100  Ibs.  per  sq.  ft. 

For  places  of  public  assembly  120  Ibs.  per  sq.  ft. 
For      stores,      factories      and 

warehouses 150  Ibs.  per  sq.  ft.  (or  more) 

For  roofs 50  Ibs.  per  sq.  ft. 


JONES    &    LAUGHLIN     STEEL    CO.  75 


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JONES    &    LAUGHLIN     STEEL    CO. 


A  great  many  tests  have  been  made  as  to  strength  of  hollow 
tile  arches,  both  by  quiescent  load  and  by  dropping  of  heavy 
weights,  and  in  every  case  the  "end  section"  method  has 
demonstrated  its  greater  efficiency  over  the  older  systems. 
The  usual  manner  of  setting  tile  arches  is  by  the  use  of  portable 
scaffolds  formed  of  2  XlO  plank,  supported  underneath  by 
"center  stringers,"  which  in  turn  are  carried  by  bolts  attached 
to  cross  pieces  resting  on  the  tops  of  the  beams.  After  the  tile 
arches  have  been  set  in  cement  mortar  for  thirty-six  hours,  the 
center  scaffolding  is  removed  and  the  tops  of  the  arches  are 
then  filled  in  with  cement  concrete  to  the  required  level,  2  x4 
wooden  sleepers  being  embedded  in  the  concrete  to  afford 
nailing  surface  for  the  wood  flooring ;  or  if  marble  or  ^nosaic 
flooring  is  required,  the  wood  strips  are  omitted. 

Fig.  7  illustrates  a  hollow  tile  arch  between  beams  with 
a  segment  soffit  and  flat  top.  This  form  of  arch  has  been 
extensively  used  in  breweries,  warehouses,  etc.,  where  the 
necessity  for  a  level  ceiling  did  not  exist. 

Fig.  8  represents  a  segment  hollow  tile  arch  set  in  place 
between  beams  spaced  18  feet  from  center  to  center.  The  tiles 
forming  this  arch  are  6  X  6  inches  square  with  outside  shell 
J^-inch  thick,  and  center  web  %-inch  thick.  This  form  of 
arch  costs  less  than  the  flat  systems  shown  in  Figs.  1  and  2, 
effecting  as  it  does  a  considerable  saving  in  steel  beams.  Its 
use  is  becoming  general  for  warehouses,  malt  houses  and  also 
office  structures,  although  great  care  is  necessary  in  the  arrange- 
ment of  steel  framing  to  anticipate  the  thrust  by  the  proper 
distribution  of  tie  rods. 

Fig.  10  shows  in  detail  the  abutment  piece  completely 
enclosing  the  steel  beam,  also  the  concrete  filling  in  haunches 
cored  out  with  metallic  cores  to  lighten  the  weight  of  the  floor ; 
the  wood  strips  are  shown  embedded  in  the  concrete,  same  as 
described  above. 

Segment  arches  the  sizes  described  have  been  built  of  6-inch 
tile  with  a  span  of  18  feet,  having  14  inches  rise  in  the  center, 
and  tested  to  carry  300  pounds  per  foot,  with  factor  of  6  for 


JONES    &    LAUGHLIN     STEEL    CO.  77 

safety.  Segment  arches  of  5-inch  and  4-inch  thick  tile  are 
used  for  smaller  spans,  and  effect  considerable  saving  when  a 
level  ceiling  is  not  essential.  The  weight  of  a  5-inch  segment 
arch  is  about  28  pounds  per  square  foot;  that  of  a  6-inch  arch, 
35  pounds. 

Fig.  9  shows  method  of  fireproofing  a  beam  or  girder  built 
in  a  floor  that  projects  below  the  ceiling  line.  When  desired 
special  formed  tile  can  be  made  to  suit  the  outline  required 
for  ornamental  cornices,  etc. 

On  page  68,  Figs.  15,  16  and  17  illustrate  single  and  double 
isolated  steel  girders  enclosed  with  fireproofing  material,  and 
finished  out  to  the  plaster  line.  On  same  page,  Fig.  9  illus- 
trates method  of  constructing  mansard  or  flat  fireproof  roofs. 
For  this  purpose  tees  of  the  required  weight  are  used,  spaced 
18  inches  from  center  to  center.  Between  the  tees  hollow  tiles 
12  X  18  inches  are  bedded  in  cement  mortar  and  left  ready  for 
the  weathering.  On  steep  pitched  and  mansard  roofs  the 
porous  tiles  are  preferable,  as  the  slates  or  roofing  tiles  can  be 
nailed  directly  to  the  same.  Fig.  10  illustrates  a  fireproof 
ceiling  constructed  by  a  combination  of  steel  and  tile.  The 
main  supports  are  constructed  of  3  X  3  angles  spaced  6  feet 
from  center  to  center,  punched  at  regular  intervals  of  12-inch 
centers,  with  triangular  holes  of  sufficient  size  to  permit 
1  X  1-inch  tees  passing  through  the  same.  The  3x3  angles 
are  supported  by  rods  of  the  required  length  from  the  roof 
rafters  at  intervals  of  8  feet.  After  the  1  X  1-inch  tees  are  set 
in  place  J^-inch  thick  flat  tiles  with  grooved  edges  are  set  in 
place  between  same  and  the  under  surface  left  ready  for  the 
receipt  of  the  plaster.  This  form  of  fireproof  ceiling  is  suffi- 
ciently strong  to  bear  the  weight  of  a  man,  but  should  not  be 
used  if  required  to  carry  anything  but  its  own  weight. 

x  Fig.  11  shows  tees  and  tile  construction  suited  for  ceilings 
or  attic  floors  of  fireproof  buildings.  The  tees  are  spaced  16 
inches  from  center  to  center,  3-inch  thick  tiles  being  bedded 
between  same ;  the  soffits  of  the  tees  are  protected  with  a  slab 
of  tile.  A  thin  coat  of  cement  mortar  spread  upon  the  tops 


78  JONES    &    LAUGHLIN     STEEL    CO. 


of  the  tile  leaves  a  finished  surface  suitable  for  attic  floor.  Figs. 
12,  13  and  14  illustrate  three  different  forms  of  fireproof 
covering  applied  to  steel  columns.  These  tiles  are  molded  to 
suit  any  size  or  form  of  column,  and  are  secured  to  each  other 
with  steel  clamps,  and  to  the  column  with  suitable  fastenings. 
Any  form  of  steel  column  can  be  fireproofed  in  a  like  manner. 

Fig.  14  shows  a  steel  column  first  enclosed  in  a  few  inches 
of  cement  concrete,  protecting  the  steel  against  corrosion  and 
then  encased  by  hollow  tiles  as  a  protection  against  fire  and 
also  to  obtain  the  desired  shape  of  column. 

By  fireproofing  columns  as  shown,  a  channel  or  duct 
between  the  column  and  tile  is  formed,  thus  allowing  space 
for  pipes,  etc.,  to  be  carried  up  through  the  building  without 
increasing  the  exterior  dimensions  of  the  column. 

Figs.  7  and  8  show  an  isometrical  view  and  plan  of  hollow 
tile  partition.  These  tiles .  are  manufactured  from  2  to  6 
inches  thick,  and  are  12  inches  square.  They  are  laid  in  place 
in  cement  mortar,  joints  being  regularly  broken  in  every  course. 
Steel  clamps  are  used  to  tie  the  tiles  together  whenever  the  walls 
are  of  unusual  heights. 

In  addition  to  the  well  known  systems  of  terra  cotta  and 
hollow  tile  construction,  we  show  on  pages  70  and  71  examples 
of  one  of  the  standard  systems  of  concrete  construction  and 
different  methods  of  building  fireproof  partitions  under  what 
is  known  as  the  expanded  metal  system  of  fireproofing.  This 
system  is  well  beyond  the  experimental  stage,  having  been 
used  in  different  classes  of  buildings  upwards  of  twelve  years 
in  different  cities  of  the  United  States. 

Page  70,  Fig.  1  shows  a  method  of  construction  where  the 
floor  beams  are  dispensed  with  and  suitable  steel  channels 
substituted  in  their  stead.  These  channels  are  sprung  in 
arch  form  from  girder  to  girder  and  are  spaced  generally 
about  four  feet  on  centers. 

Concrete  is  filled  on  top  of  these  channels  by  means  of 
centering,  and  over  the  whole  structure  is  then  laid  a  slab  of 
concrete  of  the  required  thickness,  in  which  are  imbedded 
sheets  of  expanded  metal. 


JONES    &    LAUGHLIN     STEEL    CO.  79 


Fig.  2  is  in  all'  respects  similar  to  Fig.  1,  except  that  the 
channel  arches  are  left  out  and  the  floor  beams  are  spaced 
from  5  feet  to  8  feet  on  centers. 

One-half  of  the  cut  shows  the  method  of  floor  construction 
giving  paneled  ceiling  effect,  and  is  the  type  generally  used 
in  warehouses  where  flat  ceilings  are  not  especially  required. 

The  other  half  of  the  cut  shows  the  method  of  construction 
to  give  flat  ceiling  effect.  This  is  accomplished  by  attaching 
small  channel  or  angle  irons  spaced  12  inches  to  16  inches  on 
centers  to  the  bottom  of  the  beam  with  malleable  iron  clamps, 
to  which  the  expanded  metal  lathing  is  attached  with  No.  19 
annealed  wire,  the  space  between  the  ceiling  and  the  floor 
plate  being  used  to  conceal  the  pipes,  speaking  tubes  and 
electric  wires.  This  method  is  generally  used  for  office  and 
public  buildings,  schools,  etc. 

This  system  can  be  made  to  carry  almost  any  weight  that 
may  be  imposed  upon  it  by  simply  using  a  thicker  concrete 
plate  and  a  heavier  form  of  expanded  metal.  The  usual 
requirement  for  a  warehouse  load  to  carry  250  pounds  live 
load  would  be  a  plate  4  inches  thick,  with  one  sheet  of  No. 
10  gauge,  3-inch  mesh  expanded  metal. 

Fig.  3  shows  the  common  type  of  floor  used  in  apartment 
houses,  office  buildings,  etc. 

This  system  is  generally  used  where  5-inch  to  7-inch  beams 
are  used  spaced  about  4  feet  on  centers. 

This  is  a  very  economical  system,  as  it  gives  a  flat  ceiling 
effect  without  the  additional  expense  of  furring  and  lathing. 

This  system  may  be  used  on  floors  where  not  more  than 
150  pounds  per  square  foot,  live  load,  is  required. 

Page  71,  Fig.  4  shows  a  very  light  and  economical  method 
of  construction  for  partitions. 

The  studding  is  made  with  two  bars  of  light  angle  irons 
riveted  together  with  pieces  of  strap  iron  every  2  or  3  feet, 
and  expanded  metal  lathing  tied  on  both  sides  with  annealed 
wire.  This  affords  an  air  space  of  3  or  4  inches,  depending 


JONES    &    LAUGHLIN     STEEL    CO. 


upon  the  width  of  the  partitions  in  which  the  piping  may  be 
concealed  as  shown  in  the  cut. 

It  has  a  unique  advantage,  possessed  by  no  other  partition, 
in  the  fact  that  the  pipes  may  be  run  either  vertically  or  hori- 
zontally, as  may  be  desired. 

Another  advantage  possessed  by  this  partition  is  the  fact 
that  it  may  be  plastered  with  common  mortar,  the  framework 
being  made  very  rigid  and  stiff. 

Fig.  5  shows  detail  of  framing  around  door  openings  for 
these  partitions. 

Fig.  6  shows  the  well  known  type  of  solid  partition  which 
has  been  in  use  throughout  the  United  States  for  some  time. 

This  partition  is  so  well  and  favorably  known  that  no 
explanation  is  necessary  further  than  to  say  that  the  studding 
is  made  of  light  channel  or  angle  irons,  generally  three- 
quarters  of  an  inch,  set  about  16  inches  on  centers,  on  one 
side  of  which  expanded  metal  lathing  is  securely  tied. 

It  is  then  plastered  on  both  sides  with  any  one  of  the  patent 
hard  mortars  to  a  total  thickness  of  1^  to  2  inches. 

Fig.  8  shows  a  method  of  fireproofing  steel  columns. 

Light  angle  iron  uprights  are  placed  at  each  corner  and 
expanded  metal  lathing  is  then  bent  around  and  securely  tied. 
Plastering  is  then  applied  in  the  usual  manner. 

Fig.  9  shows  the  method  of  fireproofing  columns  with  a 
double  air  space,  which  is  considered  preferable  by  many 
prominent  engineers. 

Fig.  10  shows  the  method  of  fireproofing  round  cast-iron 
columns. 

The  lathing  in  this  case  is  tied  on  as  tightly  as  possible  to 
the  column,  the  peculiar  shape  of  the  strands  giving  it  ample 
set-off  so  that  mortar  will  be  securely  keyed  on  the  back. 


JONES    &    LAUGHLIN     STEEL    CO.  81 

Girders  in  Buildings 

In  the  design  of  a  building  cases  may  occur  where  a  single 
beam  girder  will  not  answer.  It  may  be  found  desirable  to 
increase  the  lengths  of  the  spans  so  as  to  reduce  the  number 
of  supporting  columns  to  a  minimum,  or  it  often  occurs  that 
heavy  concentrated  loads,  such  as  vaults,  brick  walls,  etc., 
will  render  single  beam  girders  inadequate.  Various  forms  of 
girders  may  be  used  in  such  cases.  Where  the  ends  of  the 
girders  rest  upon  the  wall,  bearing  plates  should  be  used  to 
distribute  the  pressure  over  a  greater  surface  and  thereby 
prevent  the  crushing  of  the  material  in  the  wall  directly  under 
the  girder  (see  page  63). 

The  allowed  pressure  per  square  foot  for  brick  work  should 
not  exceed  six  tons,  and  for  stone  twelve  to  twenty  tons,  accord- 
ing to  its  character. 

For  spanning  openings  in  brick  walls,  girders  composed  of 
two  or  more  I-beams  connected  by  bolts  and  separators  are 
most  commonly  used. 

The  probable  line  of  rupture  where  the  bricks  have  been 
laid  regularly,  if  the  girders  should  fail,  will  be  found  to  be 
inside  the  sides  of  an  isosceles  triangle,  whose  base  is  the  span, 
and  whose  height  is  one-third  of  the  span.  In  order  to  be  en- 
tirely on  the  safe  side,  the  weight  of  wall  between  vertical  lines 
directly  over  the  girder  for  a  height  equal  to  that  of  the  triangle 
is  frequently  adopted  as  the  load  to  be  carried.  It  should  be 
noted,  however,  that  for  green  walls,  or  walls  having  openings, 
this  rule  does  not  'apply. 

Placing  the  weight  of  brick  work  at  112  pounds  per  cubic 
foot,  the  weights  per  superficial  foot  for  different  walls  are  as 

follows : 

For    9-inch  wall 84  pounds 

For  13-inch  wall 121  pounds 

For  18-inch  wall 168  pounds 

For  22-inch  wall 205  pounds 

For  26-inch  wall 243  pounds 


82  JONES    &    LAUGH  LIN     STEEL    CO. 

Explanation  of  Tables 

Jones  &  Laughlin's  Steel  Co.'s  Sections 

The  tables  on  pages  86  to  105,  for  beams  and  channels, 
give  the  loads  which  a  beam  or  channel  will  carry  safely 
(distributed  uniformly  over  its  length)  for  the  distances  between 
supports  indicated.  These  loads  include  the  weight  of  the 
beam  or  channel,  which  must  be  deducted  in  order  to  arrive 
at  the  net  load  which  the  beam  or  channel  will  carry.  On 
pages  106  to  110  will  also  be  found  the  safe  loads  for  other 
sections;  and  on  pages  140  to  148  for  built-up  girders. 

The  values  given  are  based  on  a  maximum  fiber  strain  of 
16,000  Ibs.  per  square  inch. 

It  has  been  assumed  in  these  tables  that  proper  provision  is 
made  for  preventing  the  compression  flanges  of  the  beams  from 
deflecting  sideways.  They  should  be  held  in  position  at  dis- 
tances not  exceeding  twenty  times  the  width  of  the  flange, 
otherwise  the  strain  allowed  should  be  reduced  as  per  table, 
page  84. 

In  some  instances  deflection,  rather  than  absolute  strength, 
may  become  the  governing  consideration  in  determining  the 
size  of  beam  to  be  used.  For  beams  carrying  plastered  ceilings, 
for  example,  it  has  been  found  by  practical  tests  that  if  the 
deflection  exceeds  ^Itf  of  the  distance  between  supports,  or  -57$ 
of  an  inch  per  foot  of  the  distance,  there  is  danger  of  the  ceiling 
cracking.  This  limit  is  indicated  in  the  following  tables  by 
cross  lines,  beyond  which  the  beams  should  not  be  used,  if 
intended  to  carry  plastered  ceilings,  unless  the  allowable  loads 
given  in  the  tables  are  reduced.  There  is  an  element  of  safety 
not  taken  into  account  in  the  tables,  viz.,  the  fact  that  the  dead 
load  of  the  floor  is  carried  by  the  beams  before  the  plaster  is 
applied ;  consequently,  only  the  deflection  due  to  the  live  load 
is  liable  to  cause  damage  to  the  plaster.  The  following  method 
can  be  used  to  obtain  the  reduced  loads: 

Multiply  the  load  given  immediately  above  the  cross  line  by 
the  square  of  the  corresponding  span  and  divide  by  the  square 


JONES    &    LAUGHLIN     STEEL    CO.  83 

of  the  required  span;  the  result  will  be  the  required  load.    See 
example  II.  on  page  84. 

A  table  of  deflection  of  Jones  &  Laughlin  Steel  Co.'s  sections 
is  given  on  page  85.  It  may  generally  be  assumed,  both  for 
rolled  and  built  beams,  that  the  above  limit  is  not  exceeded  so 
long  as  the  depth  of  the  beam  is  not  less  than  $$  of  the  distance 
between  supports  (^-inch  per  foot). 

Inasmuch  as  the  carrying  capacity  of  beams  increases  largely 
with  their  depth,  and  it  is  therefore  economical  to  use  the 
greatest  depth  of  beam  consistent  with  the  other  conditions  to 
which  it  is  necessary  to  conform  (as  clear  height,  etc.),  the 
above  cases  of  extreme  deflection  will  rarely  be  met  with  in 
practice. 

As  the  deflection  of  beams  is  not  very  uniform  either  in  iron 
or  steel,  the  question  of  the  relative  deflection  of  iron  and  steel 
beams  can  be  decided  only  from  the  average  results  of  a  large 
number  of  tests.  Such  experiments  as  have  been  made,  though 
insufficient  in  number  to  be  conclusive,  indicate  that  a  steel 
beam  will  deflect  slightly  less  than  an  iron  beam  of  the  same 
section,  under  the  same  load,  in  about  the  inverse  ratio  of  the 
moduli  of  elasticity  for  these  materials  as  generally  assumed, 
or  say  as  14  to  15. 


84            JONES    &    LAUGHLIN     STEEL    CO. 

Examples  of  Application  of  Tables 

I.  What  size  and  weight  of 

beam  19  feet  6  inches  long  in 

clear  between   walls,   and   therefore   20   feet    long   between 

centers  of  supports,  will  be  required  to  carry  safely  a  uni- 

formly distributed  load  of  16 

tons,  the  weight  of  the  beam 

included  ? 

ANSWER  :  From  the  table  for  safe  loads  of  beams,  a  15-inch 

beam,  42  Ibs.,  will  carry  safely  for  a  span  of  20  feet,  15.71  tons, 

or  .29  tons  less  than  required  in  this  case.   Therefore,  a  beam 

of  this  size  and  weight  will  be  sufficient  to  carry  the  load. 

Otherwise  use  beam  weighing 

45  Ibs.,  which  will  carry  16.29 

tons. 

II.  What   load   uniformly   distributed,  including   its   own 

weight,  will  a  15-inch  beam,  weighing  50  Ibs.  per  foot,  carry 

for    a    span   of  30    feet,    without   deflecting    sufficiently    to 

endanger  a  plastered  ceiling? 

ANSWER  :  From  the  table  for  safe  loads  of  beams  we  find, 

at  the  limit  indicated  for  plastered  ceilings,  that  a  15-inch, 

50-lb.  beam  will  carry  safely 

a  uniform  load  of  11.91  tons 

over  a  span  of  29  feet.     In  order  not  to  give  rise  to  undue 

deflection,  the  safe  load  for  a 

30-foot  span,  according  to  the 

rule  given  on  page  82,  will  be 

11.91  X292 

n!9  trm« 

30  2 

BEAMS    WITHOUT 

LATERAL    SUPPORT 

LENGTH  OF  BEAM 

PROPORTION  OF  TABULAR  LOAD 

FORMING   GREATEST    SAFE    LOAD 

20  times  flange  width 

Whole  tabular  load 

30  times  flange  width 

9-10  tabular  load 

40  times  flange  width 

8-10  tabular  load 

50  times  flange  width 

7-10  tabular  load 

60  times  flange  width 

6-10  tabular  load 

70  times  flange  width 

5-10  tabular  load 

JONES    &    LAUGHLIN     STEEL    CO. 


85 


DEFLECTION     COEFFICIENTS 
For     Different    Shapes,    Given    in    64ths    of    an    Inch 


COEFFICIENT 
INDEX 

DISTANCE  BETWEEN   SUPPORTS  IN   FEET 

6 

8 

10 

12 

14 

16 

18 

20 

22 

C 
C7 

C 
C7 

38.0 
30.0 

68.0 
53.0 

106.0 
83.0 

152.5 
119.0 

208.0 
162.0 

271.0 
212.0 

343.0 
268.0 

424.0 
331.0 

513.0 
400.5 

DISTANCE   BETWEEN   SUPPORTS   IN   FEET 

24 

26 

28 

30 

32 

34 

36 

38 

40 

610.0 
477.0 

716.0 
559.0 

830.5 
649.0 

953.0 
748.0 

1085.0 
847.0 

1225.0 
957.0 

1373.0 
1073.0 

1530.0 
1195.0 

1695.0 
1324.0 

The  figures  given  opposite  C  and  C'  are  the  deflection 
coefficients  for  steel  shapes  subject  to  transverse  strain  for 
varying  spans,  under  their  maximum  uniformly  distributed 
safe  loads,  derived  from  a  fiber  strain  of  16,000  and  12,500 
respectively,  the  modulus  of  elasticity  being  taken  at  29,000,000. 

To  find  the  deflection  of  any  symmetrical  shape  used  as  a 
beam,  under  its  corresponding  safe  load,  divide  the  coefficients 
given  in  the  above  tables  by  the  depth  of  the  beam.  This 
applies  to  such  shapes  as  beams,  channels,  etc.  For  those 
shapes  having  unsymmetrical  axes,  such  as  tees,  angles,  etc., 
divide  by  twice  the  greatest  distance  of  the  neutral  axis  from 
the  outside  fiber. 

Example:  Required,  the  deflection  of  a  10-inch  beam,  25 
Ibs.  per  foot,  20-foot  span,  under  its  maximum  uniformly  dis- 
tributed safe  load  of  6.51  tons  as  given  on  page  94.  The  above 
tables  give  424.0  as  the  deflection  coefficient;  dividing  this  by 
10  gives  42  as  the  required  deflection  in  64ths  of  an  inch.  For 
deflections  due  to  different  systems  of  loading,  see  page  115. 


86             JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.  's 
Steel  Beams 

DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

24-lNCH   BEAM,   STANDARD 

100 
Pounds 

95 
Pounds 

90 
Pounds 

85 
Pounds 

80 
Pounds 

Deflection 
Inches 

10 
11 
12 

105.32 
95.74 
87.76 

102.18 
92.89 
85.15 

99.04 
90.04 
82.53 

95.90 
87.18 
79.92 

92.76 
84.33 
77.30 

.07 
.09 
.10 

13 
14 
15 
16 

81.01 
75.23 
70.21 
65.82 

78.60 
72.99 
68.12 
63.86 

76.18 
70.74 
66.03 
61.90 

73.77 
68.50 
63.93 
59.90 

71.36 
66.26 
61.84 
57.97 

.12 
.14 
.16 

.18 

17 
18 
19 
20 

61.95 
58.51 
55.42 
52.66 

60.10 
56.76 
53.78 
51.09 

58.26 
55.02 
52.13 
49.52 

56.41 
53.28 
50.47 
47.95 

54.57 
51.53 

48.82 
46.38 

.21 
.23 
.26 
.29 

21 
22 
23 
24 

50.15 

47.87 
45.79 
43.88 

48.66 
46.44 
44.43 
42.57 

47.16 
45.02 
43.06 
41.27 

45.67 
43.59 
41.69 
39.96 

44.17 
42.16 
40.33 
38.65 

.31 
.35 
.38 

.41 

25 
26 
27 
28 

42.13 
40.51 
39.01 
37.61 

40.87 
39.30 
37.84 
36.49 

39.62 
38.09 
36.68 
35.37 

38,36 
36.88 
35.52 
34.25 

37.11 
35.68 
34.36 
33.13 

.45 
.48 
.52 
.56 

29 
30 
31 
32 

36.31 
35.11 
33.97 
32.91 

35.23 
34.06 
32.96 
31.93 

34.15 
33.01 
31.95 
30.95 

33.07 
31.97 
30.94 
29.97 

31.99 
30.92 
29.92 
28.98 

.60 
.64 
.69 
.73 

33 
34 
35 
36 

31.91 
30.98 
30.09 
29.25 

30.96 
30.05 
29.19 

28.38 

30.01 
29.13 
28.30 
27.51 

29.06 
28.20 
27.40 
26.64 

28.11 
27.28 
26.50 
25.76 

.78 

Safe  load  includes  weight  of  beam.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

JONES    &    LAUGHLIN     STEEL    CO. 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel  Beams 


DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

20-iNCH  BEAM,  HEAVY  SECTION 

100 
Pounds 

95 
Pounds 

90 
Pounds 

85 
Pounds 

80 
Pounds 

Deflection 
Inches 

10 

88.66 

86.05 

83.43 

80.82 

78.21 

.09 

11 

80.59 

78.22' 

75.84 

73.47 

71.10 

.10 

12 

73.88 

71.70 

69.53 

67.35 

65.17 

.12 

13 

68.20 

66.19 

64.18 

62.17 

60.16 

.14 

14 

63.33 

61.46 

59.59 

57.73 

55.86 

.17 

15 

59.11 

57.36 

55.62 

53.88 

52.14 

.19 

16 

55.41 

53.78 

52.15 

50.51 

48.88 

.22 

17 

52.15 

50.61 

49.08 

47.54 

46.00 

.25 

18 

49.25 

47.80 

46.35 

44.90 

43.45 

.28 

19 

46.66 

45.29 

43.91 

42.54 

41.16 

.31 

20 

44.33 

43.02 

41.72 

40.41 

39.10 

.34 

21 

42.22 

40.97 

39.70 

38.49 

37.24 

.38 

22 

40.30 

39.11 

37.93 

36.74 

35.55 

.41 

23 

38.55 

37.41 

36.28 

35.14 

34.00 

.45 

24 

36.94 

35.85 

34.76 

33.68 

32.59 

.49 

25 

35.46 

34.42 

33.37 

32.33 

31.28 

.54 

26 

34.10 

33.09 

32.09 

31.08 

30.08 

.58 

27 

32.83 

31.87 

30.90 

29.93 

28.97 

.62 

28 

31.66 

30.73 

29.80 

28.87 

27.93 

.67 

29 

30.57 

29.67 

28.77 

27.87 

26.97 

.72 

30 

29.55 

28.68 

27.81 

26.94 

26.07 

.77 

31 

28.60 

27.76 

26.91 

26.07 

25.23 

.82 

32 

27.70 

26.89 

26.07 

25.25 

24.44 

.88 

33 

26.86 

26.07 

25.31 

24.49 

23.70 

.93 

34 

26.07 

25.31 

24.52 

23.77 

23.00 

35 

25.33 

24.58 

23.84 

23.09 

22.33 

36 

24.63 

23.90 

23.18 

22.45 

21.72 

Safe  load  includes  weight  of  beam.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

NOTE. — Use  spans  above  horizontal  black  line  for  plastered  ceilings. 


JONES    &    LAUGHLIN     STEEL    CO. 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel   Beams 


s|g 

20-INCH  BEAM,  STANDARD 

1"! 

75 

70 

G5 

Deflection 

Pounds 

Pounds 

Pounds 

Inches 

10 

68.13 

65.51 

62.90 

.09 

11 

61.93 

59.56 

57.18 

.10 

12 

56.82 

54.59 

52.41 

.12 

13 

52.40 

50.39 

48.38 

.14 

14 

48.66 

46.79 

44.93 

.17 

15 

45.42 

43.67 

41.93 

.19 

16 

42.58 

40.94 

39.31 

.22 

17 

40.07 

38.54 

37.00 

.25 

18 

37.85 

36.40 

34.94 

.28 

19 

35.86 

34.48 

33.10 

.31 

20 

34.06 

32.76 

31.45 

.34 

21 

32.44 

31.20 

29.95 

.38 

22 

30.97 

29.78 

28.59 

.41 

23 

29.62 

28.48 

27.35 

.45 

24 

28.41 

27.29 

26.21 

.49 

25 

27.25 

26.20 

25.16 

.54 

26 

26.20 

25.19 

24.19 

.58 

27 

25.23 

24.26 

23.29 

.62 

28 

24.33 

23.45 

22.46 

.67 

29 

23.49 

22.59 

21.69 

.72 

30 

22.71 

21.83 

20.97 

.77 

31 

21.98 

21.13 

20.29 

.82 

32 

21.29 

20.47 

19.66 

.88 

33 

20.64 

19.85            19.06 

.93 

34 

20.04 

19.27            18.50 

35 

19.46 

18.72 

17.97 

36 

18.94 

18.20 

17.47 

Safe  load  includes  weight  of  beam.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

NOTE. — Use  spans  above  horizontal  black  line  for  plastered  ceilings. 


JONES    &    LAUGHLIN     STEEL    CO.             89 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 

DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

18-lNCH  BEAM,  STANDARD 

70 
Pounds 

65 
Pounds 

GO 
Pounds 

55 
Pounds 

Deflection 
Inches 

10 

11 

12 

54.52 
49.56 
45.43 

52.16 

47.42 
43.47 

49.80 
45.27 
41.50 

47.06 
42.78 
39.22 

.10 
.12 
.14 

13 
14 
15 
16 

41.94 
38.94 
36.34 
34.07 

40.12 
37.26 
34.77 
32.60 

38.30 
35.57 
33.20 
31.12 

36.20 
33.62 
31.38 
29.42 

.16 
.19 
.21 
.24 

17 
18 
19 
20 

32.07 
30.29 
28.70 
27.26 

30.68 
28.98 
27.46 
26.08 

29.29 
27.66 
26.21 
24.90 

27.68 
26.14 
24.77 
23.53 

.28 
.31 
.34 
.38 

21 
22 
23 

24 

25.97 
24.78 
23.70 
22.71 

24.84 
23.71 
22.68 
21.73 

23.71 
22.63 
21.65 
20.75 

22.41 
21.39 
20.46 
19.61 

.42 
.46 
.50 
.55 

25 
26 

27 
28 

21.81 
20.97 
20.19 
19.47 

20.86 
20.06 
19.32 
18.63 

19.92 
19.15 
18.44 
17.78 

18.82 
18.10 
17.43 
16.81 

.60 
.64 
.69 
.75 

29 
30 
31 
32 

18.80 
18.17 

17.99 
17.39 

17.17 
16.60 

16.23 
15.69 

.80 
.86 
.92 
.98 

17.58 
17.04 

16.83 
16.30 

16.06 
15.56 

15.18 
14.71 

33 
34 
35 
36 

16.52 
16.03 
15.58 
15.14 

15.81 
15.34 
14.91 
14.49 

15.09 
14.65 
14.23 
13.83 

14.27 
13.84 
13.45 
13.07 

1.04 

Safe  load  includes  weight  of  beam.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

90             JONES    &    LAUGHLIN     STEEL    CO. 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 

DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

15-lNCH  BEAM,  HEAVY  SECTION 

100 

Pounds 

95 
Pounds 

90 
Pounds 

85 
Pounds 

80 
Pounds 

Deflection 
Inches 

10 

11 

12 

63.96 
58.14 
53.30 

62.00 

56.36 
51.66 

60.04 
54.58 
50.03 

58.08 

52.80 
48.40 

56.11 

51.01 
46.76 

.11 

.14 

.16 

13 
14 
15 
16 

49.20 
45.68 
42.64 
39.97 

47.69 
44.28 
41.33 
38.75 

46.18 
42.88 
40.02 
37.52 

44.67 
41.48 
38.72 
36.30 

43.17 
40.03 
37.41 
35.07 

.19 

.22     , 
.26 
.29 

17 
18 
19 
20 

37.62 
35.53 
33.66 
31.98 

36*47 
34.44 

32.  as 

31.00 

35.32 
33.35 
31.60 
30.02 

34.16 
32.26 
30.57 
29.04 

33.01  / 
31.17 
29.52 
28.06 

.33 
.37 
.41 

.46 

21 
22 
23 
24 

30.45 
29.07 
27.81 
26.65 

29.52 
28.18 
26.96 
25.83 

28.59 
27.29 
26.10 
25.01 

27.66 
26.40 
25.25 
24.20 

26.73 
25.51 
24.40 
23.38 

.50 
.55 
.60 
.66 

25 
26 
27 

28 

25.58 
24.60 
23.69 
22.84 

24.80 
23.84 
22.96 
22.14 

24.01 
23.09 
22.24 
21.44 

23.23 
22.34 
21.51 
20.74 

22.45 
21.58 
20.78 
20.04 

.71 
.77 
.83 
.90 

29 
30 
31 
32 

22.05 

21.38 

20.70 

20.03 

19.35 

.96 
1.03 
1.10 
1.17 

21.32 
20.63 
19.99 

20.67 
20.00 
19.37 

20.01 
19.37 
18.76 

19.36 
18.73 
18.15 

18.70 
18.10 
17.54 

33 
34 
35 
36 

19.38 
18.81 
18.27 
17.76 

18.79 
18.23 
17.71 
17.22 

18.19 
17.66 
17.15 
16.68 

17.60 
17.08 
16.59 
16.13 

17.00 
16.50 
16.03 
15.59 

1.24 

Safe  load  includes  weight  of  beam.    Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     STEEL    CO. 


ill 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel  Beams 


DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

15-lNCH  BEAM,  LIGHT  SECTION 

80 
Pounds 

75 

Pounds 

70 
Pounds 

65 
Pounds 

60 
Pounds 

Deflection 
Inches 

10 
11 

12 

51.15 
46.50 
42.62 

49.19 
44.72 
40.99 

47.23 
42.93 
39.36 

45.27 
41.15 
37.72 

43.31 
39.37 
36.09 

.11 

.14 
.16 

13 
14 
15 
16 

39.35 
36.54 
34.10 
31.97 

37.84 
35.13 
32.79 
30.74 

36.33 
33.73 
31.49 
29.52 

34.82 
32.33 
30.18 
28.29 

33.31 
30.93 

28.87 
27.07 

.19 
.22 
.26 
.29 

17 
18 
19 
20 

30.09 

28.42 
26.92 
25.57 

28.93 
27.33 
25.89 
24.59 

27.78 
26.24 
24.86 
23.61 

26.63 
25.15 
23.82 
22.63 

25.47 
24.06 
22.79 
21.65 

.33 

.37 
.41 

.46 

21 
22 
23 
24 

24.36 
23.25 
22.24 
21.31 

23.42 
22.36 
21.39 
20.50 

22.49 
21  .47 
20.53 
19.68 

21.56 
20.58 
19.68 
18.86 

20.62 
19.69 
18.83 
18.04 

.50 
.55 
.60 
.66 

25 
26 

27 
28 

20.46 
19.67 
18.95 
18.27 

19.68 
18.92 
18.22 
17.57 

18.89 
18.16 
17.49 
16.87 

18.11 
17.41 
16.77 
16.17 

17.32 
16.66 
16.04 
15.47 

.71 

.77 
.83 
.90 

29 
30 
31 
32 

17.64 

16.96 

16.29 

15.61 

14.93 

.96 
1.03 
1.10 
1.17 

17.05 
16.50 
15.98 

16.40 
15.87 
15.37 

15.74 
15.23 
14.76 

15.09 
14.60 
14.14 

14.44 
13.97 
13.53 

33 
34 
35 
36 

15.50 
15.04 
14.61 
14.21 

14.91 
14.47 
14.05 
13.66 

14.31 
13.89 
,13.49 
13.12 

13.72 
13.31 
12.93 
12.57 

13.12 
12.74 
12.36 
12.03 

1.24 

Safe  load  includes  weight  of  beam.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

92 


JONES    &    LAUGHLIN     STEEL    CO. 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel  Beams 


ill 

15-lNCH  BEAM,  STANDARD 

n 

55 

50 

45 

42 

Deflection 

•j.  ~  - 

Pounds 

Pounds 

Pounds 

Pounds 

Inches 

10 

36.52 

34.55 

32.59 

31.41 

.11 

11 

33.19 

31.41 

29.63 

28.56 

.14 

12 

30.42 

28.79         27.16 

26.18 

.16 

18 

28.08         26.58 

25.07 

24.16 

.19 

14 

26.08         24.68 

23.28 

22.44 

.22 

15 

24.34         23.03 

21.73 

20.94 

.26 

16 

22.82         21.59 

20.37 

19.63 

.29 

17 

21.49 

20.32 

19.17 

18.48 

.33 

18 

20.28 

19.19 

18.10 

17.45 

.37 

19 

19.21 

18.18 

17.15 

16.53 

.41 

20 

18.26 

17.26 

16.29 

15.71 

.46 

21 

17.38 

16.45 

15.52 

14.96 

.50 

22 

16.59 

15.70 

14.81 

14.28 

.55 

23 

15.87 

15.02 

14.17 

13.66 

.60 

24 

15.21 

14.40 

13.58 

13.09 

.66 

25 

14.60 

13.82 

13.04 

12.56 

.71 

26 

14.04         13.29 

12.53 

12.08 

.77 

27 

13.52         12.80 

12.07 

11.63 

.83 

28 

13.04 

12.34 

11.64 

11.22 

.90 

29 

12.59         11.91 

11.24 

10.83 

.96 

30 

12.17         11.52         10.86 

10.47 

1.03 

31 

11.78 

11.14         10.51 

10.13 

1.10 

32 

11.41 

10.80 

10.18 

9.82 

1.17 

33 

11.06         10.47 

9.88 

9.52 

1.24 

34 

10.74         10.16 

9.58 

9.24 

35 

10.43 

9.87 

9.31 

8.97 

36 

10.14 

9.60 

9.05 

8.73 

Safe  load  includes  weight  of  beam.    Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

NOTE. — Use  spans  above  horizontal  black  line  for  plastered  ceilings. 


JONES    &    LAUGH  LIN     STEEL    CO.  93 


SAFE  LOADS    IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 


§£ 

12-iNCH  BEAM,  SPECIAL  SECTION 

12-iNCH  BEAM 

fa  2 

^   o 

.  STANDARD 

U   Z 

z  w 

-*   [ll 

60 

55 

50 

45 

40 

35 

31% 

Def. 

[A\iHH 
M.SIQ 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Inches 

10 

30.18 

28.61 

27.04 

25.48 

23.91 

20.28 

19.18 

.14 

11 

27.44 

26.01 

24.58 

23.16 

21.73 

\  18.44 

17.44 

.17 

12 

25.14 

23.84 

22.54 

21.23 

19.92 

16.90 

15.99 

.21 

13 

23.22 

22.01 

20.80 

19.60 

18.39 

15.60 

14.76 

.24 

14 

21.56 

20.44 

19.32 

18.20 

17.08 

14.49 

13.70 

.28 

15 

20.13 

19.08 

18.03 

16.98 

15.94 

13.52 

12.79 

.32 

16 

18.86 

17.88 

16.90 

15.92 

14.94 

12.68 

11.99 

.37 

17 

17.75 

16.83 

15.91 

14.99 

14.06 

11.93 

11.28 

.41 

18 

16.78 

15.90 

15.02 

14.15 

13.28 

11.27 

10.66 

.46 

19 

15.89 

15.06 

14.23 

13.41 

12.58 

10.67 

10.10 

.52 

20 

15.10 

14.31 

13.52 

12.74 

11.95 

10.14 

9.59 

.57 

21 

14.38 

13.63 

12.88 

12.13 

11.38 

9.66 

9.14 

.63 

22 

13.73 

13.01 

12.29 

11.58 

10.87 

9.22 

8.72 

.69 

23 

13.12 

12.44 

11.76 

11.08 

10.39     8.82 

8.34 

.76 

24 

12.57 

11.92 

11.27 

10.61 

9.96 

8.45 

7.99 

.82 

25 

12.08 

11.45 

10.82 

10.19 

9.56 

8.11 

7.67 

.89 

26 

11.62 

11.01 

10.40 

9.80 

9.19 

7.80 

7.38 

.97 

27 

11.18 

10.60 

10.02 

9.43 

8.85 

7.51 

7.10 

1.04 

28 

10.78 

10.22 

9.66 

9.10 

8.54 

7.24 

6.85 

1.12 

29 

10.41 

9.87 

9.33 

8.78 

8.24 

6.99 

6.62 

1.20 

30 

10.07 

9.54 

9.01 

8.48 

7.97 

6.76 

6.39 

1.29 

31 

9.74 

9.23 

8.72 

8.21 

7.71 

6.54 

6.19 

1.37 

Safe  load  includes  weight  of  beam.   Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 

NOTE. — Use  spans  above  horizontal  black  line  for  plastered  ceilings. 


94             JONES    &     LAUGHLIN     STEEL    CO. 

SAFE  LOADS    IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 

(DISTANCE  IN  FEET  1 
BETWEEN  SUPPORTS 

ID-INCH  BEAM,  STANDARD 

9-iNCH  BEAM,  STANDARD 

£ 

*! 

a1 
*l 

i 

*! 

si 

Deflection 
Inches 

»| 

PH 

s1 

*! 

4 

8i 

21 
Pounds  - 

Deflection 
Inches 

10 

11 

12 

16.94 
15.40 
14.12 

15.64 
14.22 
13.03 

14.33 
13.03 
11.94 

13.02 
11.85 
10.85 

.17 
.21 
.25 

13.35 
12.14 
11.12 

12.18 
11.07 
10.15 

11.00 
10.00 
9.17 

10.06 

9.15 
8.39 

.19 
.23 
.27 

13 
14 
15 
16 

17 
18 
19 
20 

13.03 
12.10 
11.30 
10.59 

12.03 
11.17 
10.42 
9.77 

11.02 
10.24 
9.55 
8.96 

10.02 
9.30 
8.68 
8.14 

7.66 
7.24 
6.85 
6.51 

.29 
.34 
.39 
.45 

.50 
.56 
.62 
.69 

10.27 
9.53 
8.90 
8.34 

7.85 
7.42 
7.03 
6.67 

9.36 
8.70 
8.12 
7.61 

7.16 
6.76 
6.41 
6.09 

8.46 
7.86 
7.34 

7.74 
7.19 
6.71 
6.29 

5.92 
5.60 
5.30 
5.03 

.32 
.37 
.43 
.49 

.55 
.62 
.69 
.76 

6.88 

6.47 
6.11 
5.79 
5.50 

9.97 
9.41 
8.92 

8.47 

9.20 
8.69 
8.23 

7.82 

8.43 
7.96 
7.54 
7.16 

21 
22 
23 

24 

8.07 
7.71 
7.37 
7.06 

7.45 
7.11 
6.80 
6.52 

6.82 
6.51 
6.23 
5.97 

6.20 
5.92 
5.66 
5.43 

.76 
.83 
.91 
.99 

25 

6.78 

6.25 

5.73 

5.21 

1.07 

Safe  load  includes  weight  of  beam.    Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     STEEL    CO. 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 


II 

S-INH  BEAM,  STANDARD 

7-iNCH  BEAM,  STANDARD 

§1 

p 

d 

•] 

'fl 

tn 

2| 

a 

8-g 

<c  c 

-9 

*l 

sj 

al 

Is 
31 

P4 

A 

P-( 

£ 

<u  •—  ( 

fin 

PW 

£ 

DM 

w 

a 

Q 

5 

18.31 

17.26 

16.21 

15.17 

12.87 

11.95 

11.04 

6 

15.26 

14.38 

13.51 

12.64 

.08 

10.73 

9.96 

920 

.09 

7 

13.08 

12.33 

11.58 

10.83 

.10 

9.19 

8.53 

7.89 

.12 

8 

11.44 

10.79 

10.13 

9.48 

.14 

8.04 

7.47 

6.90 

.16 

9 

10.17 

9.59 

9.01 

8.43 

.17 

7.15 

6.64 

6.13 

.20 

10 

9.15 

8.63 

8.11 

7.58 

.21 

6.44 

5.98 

5.52 

.24 

11 

8.32 

7.85 

7.37 

6.89 

.26 

5.85 

5.43 

5.02 

.30 

12 

7.63 

7.19 

6.76 

6.32 

.31 

5.36 

4.98 

4.60 

.35 

13 

7.04 

6.64 

6.24 

5.83 

.36 

4.95 

4.60 

4.25 

.41 

14 

6.54 

6.16 

5.79 

5.42 

.42 

4.60 

4.26 

3.94 

.48 

15 

6.10 

5.75 

5.40 

5.06 

.48 

4.29 

3.99 

3.68 

.55 

16 

5.72 

5.39 

5.07 

4.74 

.55 

4.02 

3.74 

3.45 

.63 

17 

5.38 

5.08 

4.76 

4.46 

.62 

18 

5.08 

4.79 

4.50 

4.21 

.69 

Safe  load  includes  weight  of  beam.   Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 
NOTE. — Use  spans  above  horizontal  black  line  for  plastered  ceilings. 


96             JONES    &     LAUGHLIN     STEEL    CO. 

SAFE  LOADS  IN   TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Beams 

DISTANCE  IN  FEET 
BETWEEN  SUPPORTS 

6-iNCH  BEAM,  STANDARD 

5-iNCH  BEAM,  STANDARD 

t-  g 

4 

4 

Deflection 
Inches 

4 

""£ 

•1 

Deflection 
Inches 

5 
6 

7 
8 

9.31 
7.76 
6.65 
5.82 

8.53 
7.11 
6.09 
5.33 

7.74 
6.45 
5.  .53 
4.84 

.10 
.14 
.18 

6.47 
5.39 
4.62 
4.04 

5.81 
4.84 
4.15 
3.63 

5.16 
4.30 
3.68 
3.22 

.09 
.12 
.17 
.22 

9 
10 
11 
12 

5.17 
4.66 

4.74 
4.26 

4.30 
3.87 

.23 
.29 
.35 
.41 

3.59 

3.23 

2.87 

.28 
.34 
.41 
.49 

3.23 
2.94 
2.69 

2.91 
2.64 
2.42 

2.58 
2.34 
2.15 

4.23 
3.88 

3.88 
3.55 

3.52 
3.23 

13 
14 
15 
16 

3.58 
3.33 
3.10 
2.91 

3.28 
3.05 
2.84 
2.66 

2.98 
2.77 
2.58 
2.42 

.48 
.56 
.64 
.73 

Safe  load  includes  weight  of  beam.   Maximum  fiber  strain  of  16,000  pounds 
per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES 

&     LA 

UGH 

LIN     STEEL    CO.             97 

SAFE 

LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly 

Distributed, 

for  Jones  &  Laughlin  Steel  Co.'s 

/      Steel  Beams 

w  b 
£  * 

4-iNCH  BEAM,  STANDARD 

3-iNCH  BEAM,  STANDARD 

21 

• 

to 

in 

!« 

4         4        4    ll 

<   K 

if 

0   3 

0  3 

00  3 

^  3 

B    "§ 

?-  §            ^0          >0  0         «   C 

fig 

£ 

* 

* 

£ 

Q^ 

Ck                 On               PH          "^ 
ft 

5 

3.81 

3.60 

3.39 

3.18 

.11 

2.08     1.92    1.76    .14 

6 

3.17 

3.00 

2.82 

2.65 

.15 

1.73     1.60    1.47    .21 

7 

2.72 

2.57 

2.42 

2.27 

.21 

1.49     1.39    1.26    .28 

8 

2.38 

2.25 

2.12 

1.99 

.27 

1.30     1.20    1.10    .37 

9 

2.12 

2.00 

1.88 

1.77 

.35 

10 

1.90 

1.80 

1.70 

1.59 

.43 

Safe  load  includes  weight  of  beam.   Maximum  fiber  strain  of  16,000  pounds 

per  square  inch. 

NOTE.  —  Use  spans  above  horizontal 

bkck  line  for  plastered  ceilings. 

98             JONES    &    LAUGHLIN     STEEL    CO. 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Channels 

DISTANCE  IN 
FEET  BETWEEN 
SUPPORTS 

15-lNCH  CHANNEL,  STANDARD 

55 
Pounds 

50 
Pounds 

45 
Pounds 

40 
Pounds 

35 
Pounds 

33 

Pounds 

10 

11 

12 
13 

30.85 
28.05 
25.71 
23.73 

28.80 
26.27 
24.08 
22.22 

26.93 
24.48 
22.44 
20.72 

24.97 
22.70 
20.81 
19.21 

23.01 
20.92 
19.17 
17.70 

22.22 
20.20 
18.52 
17.10 

14 
15 
16 
17 

22.04 
20.57 
19.28 
18.15 

20.64 
19.26 
18.06 
16.99 

19.24 
17.96 
16.83 
15.84 

17.84 
16.65 
15.61 
14.69 

16.44 
15.34 
14.38 
13.53 

15.87 
14.82 
13.89 
13.07 

18 
19 
20 
21 

17.14 
16.24 
15.43 
14.69 

16.05 
15.21 
14.45 
13.76 

14.96 
14.17 
13.47 
12.82 

13.87 
13.14 
12.48 
11.89 

12.78 
12.11 
11.50 
10.96 

12.35 
11.69 
11.11 
10.58 

22 
23 
24 
25 

14.02 
13.41 
12.86 
12.34 

13.13 
12.56 
12.04 
11.56 

12.24 
11.71 
11.22 
10.77 

11.35 
10.86 
10.40 
9.99 

10.46 
10.00 
9.59 
9.20 

10.10 
9.66 
9.26 

8.89 

26 
27 
28 
29 
30 

11.87 
11.43 
11.02 

11.11 

10.70 
10.32 

10.36 
9.97 
9.62 

9.60 
9.25 
8.92 

8.85 
8.52 
8.22 

8.55 
8.23 
7.94 

10.64 
10.28 

9.96 
9.63 

9.29 
8.98 

8.61 
8.32 

7.93 
7.67 

7.66 
7.41 

Safe  load  includes  weight  of  channel.   Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     STEEL    CO.             99 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Channels 

DISTANCE  IN  FEET 
BETWEEN  SUPPORTS 

12-iNCH  CHANNEL,  STANDARD 

40 
Pounds 

35 
Pounds 

30 
Pounds 

25 
Pounds 

20^ 
Pounds 

10 

11 

12 
13 

17.50 
15.91 
14.59 
13.46 

15.93 
14.49 
13.28 
12.25 

14.36 

13.06 
11.97 
11.05 

12.80 
11.64 
10.67 
9.85 

11.38 
^0.35 
9.48 
8.76 

14 
15 
16 
17 

12.50 
11.67 
10.94 
10.30 

11.38 
10.62 
9.96 
9.37 

10.26 
•  9.58 

8.98 
8.45 

9.14 
8.53 
8.00 
7.53 

8.13 
7.59 
7.12 
6.69 

18 
19 
20 
21 

9.72 
9.21 

8.75 

8.85 
8.39 
7.97 

7.98 
7.56 

7.18 

7.11 
6.74 
6.40 

6.33 
5.99 
5.69 

8.34 

7.59 

6.84 

6.09 

5.42 

22 
23 
24 
25 

7.96 
7.61 
7.29 
7.00 

7.24 
6.93 
6.64 
6.37 

6.53 
6.25 
5.99 
5.75 

5.82 
5.56 
5.33 
5.12 

5.18 
4.95 
4.74 
4.55 

26 
27 
28 
29 
30 

6.73 
6.48 
6.25 
6.04 
5.83 

6.13 
5.90 
5.69 
5.49 
5.31 

5.53 
5.32 
5.13 
4.95 
4.79 

4.92 
4.74 
4.57 
4.41 
4.27 

4.38 
4.22 
4.07 
3.92 
3.79 

Safe  load  includes  weight  of  channel.    Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  bkck  line  for  plastered  ceilings. 

100           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Channels 

DISTANCE  IN  FEET 
BETWEEN  SUPPORTS 

10-iNCH  CHANNEL,  STANDARD 

35 
Pounds 

30 
Pounds 

25 
Pounds 

20 
Pounds 

15 
Pounds 

10 

11 

12 
13 

12.36 
11.24 
10.30 
9.51 

11.06 
10.05 
9.21 
8.50 

9.75 
8.86 
8.12 
7.50 

8.44 
7.67 
7.03 
6.49 

7.13 
6.49 
5.94 
5.49 

14 
15 
16 
17 

8.83 
8.24 
7.73 
7.27 

7.90 
7.37 
6.91 
6.50 

6.96 
6.50 
6.09 
5.73 

6.03 
5.63 
5.28 
4.97 

5.10 
4.75 
4.46 
4.20 

18 
19 
20 
21 

6.87 

6.14 

5.42 

4.69 

3.96 

6.51 
6.18 
5.89 

5.82 
5.53 
5.26 

5.14 

4.87 
4.64 

4.44 
4.22 
4.02 

3.75 
3.57 
3.44 

22 
23 
24 
25 

5.62 
5.37 
5.15 
4.95 

5.03 
4.81 
4.61 
4.42 

4.43 
4.24 
4.06 
3.90 

3.84 
3.67 
3.52 
3.38 

3.24 
3.10 
2.97 
2.85 

Safe  load  includes  weight  of  channel.     Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 
NOTE  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     S  ?'K  E;L  ^C  G  ;.;    J     10V 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel  Channels 

fa  £ 

9-lNCH  CHANNEL,   STANDARD 

55  JjJ 

W 

2   W 

- 

w 

. 

^| 

<  W 

&  § 

fi   § 

1C  C 

Is 

PH 

PH 

I 

*! 

10 

8.37 

7.20 

6.02 

5.61 

11 

7.61 

6.54 

5.47 

5.10 

12 

6.98 

6.00 

5.02 

4.67 

13 

6.44 

5.54 

4.63 

4.31 

14 

5.98 

5.14 

4.30 

4.01 

15 

5.58 

4.80 

4.01 

3.74 

16 

5.23 

4.50 

3.76 

3.51 

17 

4.92 

4.23 

3.54 

3.30 

18 

4.65 

4.00 

3.34 

3.12 

19 

4.41 

3.79 

3.17 

2.95 

20 

4.19 

3.60 

3.01 

2.80 

21 

3.99 

3.43 

2.87 

2.67 

Safe  load  includes  weight  of  channel.     Maximum  fiber  strain  of  16,000 

pounds  per  square  inch 

NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

102           J'O  N  E-S   '&    L  A  U  G  H  L  I  N     STEEL    CO. 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Channels 

ii 

b  ° 

8-lNCH  CHANNEL,  STANDARD 

DISTANCE  IN 
BETWEEN  SUI 

T,21*, 

Pounds 

UK 

Pounds 

1GK 
Pounds 

IS* 

Pounds 

r,11* 

Pounds 

10 

11 

12. 
13 

6.40 

5.82 
5.33 
4.92 

5.88 
5.34 
4.90 
4.52 

5.35 
4.87 
4.46 
4.12 

4.83 
4.39 
4.03 
3.72 

4.32 
3.93 
3.60 
3.32 

14 
15 
16 

17 

4.57 

4.20 

3.82 

3.45 

3.08 

4.27 
4.00 
3.76 

3.92 
3.67 
3.46 

3.57 
3.35 
3.15 

3.22 
3.02 

2.84 

2.88 
2.70 
2.54 

18 

3.56 

3.28 

2.97 

2.68 

2.40 

Safe  load  includes  weight  of  channel.      Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     STEEL    CO.            103 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Channels 

I! 

WC/2 

I 

7-iNCH  CHANNEL,  STANDARD 

Pounds 

Pounds 

Pounds 

12  K 

Pounds 

Pounds 

5 
6 

7 
8 

9 
10 
11 
12 

13 
14 
15 
16 

10.09 
8.41 
7.20 
6.30 

5.61 
5.04 

4.58 
4.20 

9.17 
7.64 
6.55 
5.73 

5.10 
4.59 
4.17 
3.82 

8.26 
6.88 
5.90 
5.16 

4.59 
4.13 
3.75 
3.44 

7.35 
6.12 
5.25 
4.59 

4.08 
3.67 
3.34 
3.06 

6.43 
5.36 
4.59 
4.02 

3.57 
3.22 
2.92 
2.68 

3.88 
3.60 
3.36 
3.15 

3.53 
3.27 
3.06 

2.86 

3.18 
2.95 
2.75 

2.58 

2.82 
2.62 
2.45 
2.29 

2.47 
2.29 
2.14 
2.01 

Safe  load  includes  weight  of  channel.      Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 
NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

104           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 

Steel  Channels 

If 

6-iNCH  CHANNEL,  STANDARD 

5-iNCH  CHANNEL,  STANDARD 

Z  D 

Z  H 
<  H 

13 

105* 

8 

115* 

9 

IE 

og 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

5 

6.97 

6.19 

5.41 

4.62 

4.47 

3.82 

3.16 

6 

5.81 

5.16 

4.50 

3.85 

3.73 

3.18 

2.64 

7 

4.98 

4.42 

3.86 

3.30 

3.19 

2.73 

2.26 

8 

4.36 

3.87 

3.38 

2.89 

2.79 

2.39 

1.98 

9 

3.87 

3.44 

3.00 

2.57 

2.48 

2.12 

1.76 

10 

3.49 

3.09 

2.73 

2.31 

2.23 

1.92 

1.58 

11 

3.17 

2.81 

2.45 

2.10 

2.03 

1.75 

1.44 

12 

2.91 

2.58 

2.25 

1.93 

1.86 

1.59 

1.32 

13 

2.68 

2.38 

2.08 

1.78 

14 

2.49 

2.21 

1.93 

1.65 

15 

2.32 

2.06 

1.80 

1.54 

16 

2.18 

1.93 

1.69 

1.44 

Safe  load  includes  weight  of  channel.      Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 

NOTE  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

JONES    &    LAUGHLIN     STEEL    CO.           105 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Go's. 

Steel  Channels 

DISTANCE  IN  FEET 
BETWEEN  SUPPORTS 

4-lNCH  CHANNEL 
STANDARD 

3-lNCH  CHANNEL 
STANDARD 

7% 
Pounds 

OK 
Pounds 

Pounds 

6 
Pounds 

5 
Pounds 

4 
Pounds 

5 
6 

2.44 
2.04 

2.23. 

1.86 

2.02 
1.69 

1.48 

1.32 

1.16 

1.23 

1.10 

.97 

7 

1.74 

•1.59 

1.44 

1.06 
.92 

.94 

.82 

.83 
.73 

8 

1.53 

1.39 

1.26 

9 

1.36 

1.24 

1.12 

10 

1.22 

1.12 

1.01 

Safe  load  includes  weight  of  channel.     Maximum  fiber  strain  of  16,000 
pounds  per  square  inch. 

NOTE.  —  Use  spans  above  horizontal  black  line  for  plastered  ceilings. 

106 


JONES    &    LAUGHLIN     STEEL    CO 


SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Go's. 

Angles  with  Equal  Legs 


SIZE 
OF  ANGLE 

DISTANCE  BETWEEN  SUPPORTS  IN  FEET 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

8    X8    X  H 

44.64 

22.32 

14.88 

11.16 

8.93 

7.44 

6.38 

5.58 

4.96 

4.46 

8    X8    X1H 

93.49 

46.74 

31.16   23.37 

18.70 

15.58 

13.36 

11.69 

10.39 

9.35 

6    X6    X  A 

21.71 

10.85 

7.24 

5.43 

4.34 

3.62 

3.10 

2.71 

2.41 

2.17 

6    X6    X  H  40.75 

20.37 

13.58 

10.18 

8.15 

6.79 

5.82 

5.09 

4.53 

4.08 

5    X5    X  *i 

11.84 

5.92 

3.95 

2.96 

2.37 

1.97 

1.69 

1.48 

1.32 

1.18 

5    X5    X  M24.ll 

12.05 

8.04 

6.03 

4.82 

4.02 

3.44 

3.01 

2.68  12.41 

4    X4    X  K   8.11 

4.05 

2.70 

2.03 

1.62 

1.35 

1.16 

1.01 

0.90  10.81 

4    X4    X  M 

14.99 

7.49 

5.00 

3.75 

3.00 

2.50 

2.14     1.87 

1.67    1.50 

_ 

3HX3HX  H 

6.13 

3.07 

2.04     1.53 

1.23 

1.02 

0.88     0.77 

0.68  |o.61 

3M»X3V£X  M 

10.83 

5.41 

3.61     2.71 

2.17     1.81 

1.55     1.35 

1.20  jl.08 

3MX3MX  8i 

5.28 

2.64 

1.76     1.32 

1.05     0.88 

0.75     0.66 

0.59   0.53 

3MX3MX  M 

7.25 

3.62 

2.42 

1.81 

1.45 

1.21 

1.04 

0.91 

0.81 

0.73 

3    X3    X  M 

3.09 

1.54 

1.03 

077 

0.62     0.51     0.44 

0.39 

0.34 

0.31 

3    X3    X  % 

6.93 

3.47 

2.31 

1.73 

1.39     1.16 

0.99  !  0.87 

0.77   0.69 

2MX2MX  M 

2.56 

1.28 

0.85 

0.64 

0.51  !  0.43     0.37     0.32 

0.28   0.26 

2MX2MX  M 

4.75 

2.37 

1.58 

1.19 

0.95  1  0.79     0.68 

0.59 

0.53   0.48 

2HX2HX  M 

2.13 

1.07 

0.71 

0.53 

0.43 

0.36 

0.30 

0.27 

0.24 

0.21 

2HX2J4X  J^ 

3.89 

1.94 

1.30 

0.97 

0.78 

0.65 

0.56 

0.49 

0.43   0.39 

2MX2MX  M 

1.71 

0.85 

0.57     0.43 

0.34 

0.29 

0.24     0.21 

0.19   0.17 

3.09 

1.54 

1.03     0.77 

0.62 

0.52 

0.44  i  0.39 

0.34 

0.31 

2    X2    X  M 

0.80 

0.40 

0.27     0.20 

0.16 

0.13     0.11     0.10 

0.09 

0.08 

2    X2    X  A 

2.13 

1.06 

0.71     0.53 

0.43 

0.36  ;  0.30     0.27 

0.24 

0.21 

1MX1MX  >| 

0.59 

0.30 

0.20     0.15 

0.12 

0.10     0.08     0.07 

0.07 

0.06 

1MX1MX  A 

1.60 

0.80 

0.53     0.40 

0.32 

0.27 

0.23     0.20 

0.18 

0.16 

I^XIHX  H 

0.41 

0.21 

0.14     0.10 

0.08     0.07 

0.06     0.05 

0.05 

0.04 

IV^XIHX   ^£ 

1.03 

0.52 

0.34 

0.26 

0.21     0.17     0.15     0.13 

0.11 

0.10 

1MX1/4X  H 

0.27 

0.135   0.090 

0.067 

0.054   0.045   0.039   0.034 

0.030 

0.027 

IMXIMX  k 

0.48 

0.24     0.16 

0.12 

0.096   0.080   0.069   0.060 

0.053 

0.048 

1    XI    X  H 

0.17 

0.085 

0.057 

0.042 

0.034   0.028   0.024   0.021 

0.019  0.017 

1   xi   x  A 

0.23 

0.115 

0.077 

0.057 

0.046   0.038   0.033   0.029 

0.0250.023 

MX  MX  H 

0.09 

0.045   0.030 

0.022 

0.018   0.015   0.013   0.011 

0.0100.009 

MX  MX  A 

0.127 

0.063   0.042 

0.032 

0.025 

0.021 

0.018 

0.016 

0.014 

0.013 

Safe  loads  include  weight  of  angle.  Maximum  fiber  strain  of  16,000  pounds 
per  square  inch.  Neutral  axis  through  center  of  gravity  parallel  to  one  leg. 

For  safe  loads  to  the  right  of  heavy  line  the  deflection  will  be  greater  than 
allowable  for  plastered  ceiling.  Limit  for  8  x  8-inch  L,  23  feet ;  for  6  x  6-inch 
L,  17  feet ;  for  5  x  5-inch  L,  13  feet ;  for  4  x  4-inch  L,  n  feet. 


JONES    &    LAUGHLIN 

S  T  E  E  L    C  O  .            107 

SAFE    LOADS    IN    TONS  OF    2000    POUNDS 

Uniformly  Distributed,  for  Jones  & 

Laughlin  Steel  Go's. 

Angles  with  Unequal  Legs 

Long  Leg  Vertical 

DISTANCE  BETWEEN  SUPPORTS  IN  FEET 

SIZE 

OF  ANGLE 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

6    X4    X%     17.71 

8.85 

5.91 

4.43 

3.55 

2.95 

2.53 

2.21 

1.96 

1.77 

6    X4    Xfi 

35.47 

17.73    11.83  i8.  87  7.  09 

5.915.07 

4.44    3.95 

3.55 

6    XS^X^I 

17.33 

8.67     5.77    4.333.472.892.48 

2.17    1.92 

1.73 

6    X3HXH 

33.07 

16.53 

11.03 

8.27 

6.61 

5.51 

4.72 

4.13 

3.68 

3.31 

5    X4    X*4 

12.53 

6.27 

4.17 

3.13 

2.51 

2.09 

1.79 

1.57 

1.39 

1.25 

5    X4    XH 

22.99 

11.49 

7.67    5.754.603.833.28 

2.88   2.56 

2.29 

5    X3J^X% 

12.21 

6.11 

4.07   3.052.44 

2.04  1.75  1.53    1.36 

1.23 

5    X31AX% 

22.51 

11.25 

7.51    5.634.51  3.753.21 

2.81    2.51 

2.25 

5    X3    XY»     11.89 

5.95 

3.96   2.972.37 

1.991.69 

1.49    1.32 

1.19 

5    X3    XH 

22.03 

11.01 

7.35 

5.51 

4.40 

3.67 

3.15 

2.76   2.45 

2.20 

4^X3    XfV       8.21 

4.11 

2.74 

2.05 

1.64 

1.37 

1.17 

1.03   0.91 

0.82 

4^X3     XT!      19.31 

9.65 

6.44    4.833.863.222.762.41    2.15 

1.93 

4    X3H}X3-1$ 

8.00 

4.00 

2.66   2.001.60 

1.331.151.00   0.90 

0.80 

4    X&ixtf 

14.56 

7.28 

4.85   3.642.91 

2.432.081.83    1.61 

1.45 

4    X3    XiHs       7.63 

3.81 

2.55    1.91  1.52 

1.271.090.96   0.85 

0.76 

4    X3    XM     14.19 

7.09 

4.73   3.55 

2.84 

2.362.031.77 

1.57 

1.41 

3^X3    XM 

5.81 

2.91 

1.93 

1.45 

1.16 

0.97 

0.830.73 

0.64 

0.59 

3HX3    XM 

10.83 

5.41 

3.61 

2.71 

2.16 

1.80 

1.5511.36    1.20 

1.08 

4.00 

2.00 

1.33 

1.00 

0.80 

0.66 

0.570.51   0.44 

0.40 

3MX2HXM 

7.79 

3.89 

2.60 

1.95 

1.56 

1.29 

I.llj0.97   0.87 

0.77 

3    X2^XM 

2.99 

1.49 

1.00 

0.75 

0.60 

0.500.43 

0.38J  0.33 

0.29 

3    X2LaXL2 

5.49 

2.75 

1.83 

1.37 

1.100.920.79 

0.69|  0.61 

0.55 

3MX2    XM 

2.72 

1.36 

0.91 

0.68 

0.550.450.39 

0.35 

0.31 

0.27 

3MX2    XH 

6.19 

3.09 

2.07 

1.55 

1.24 

1.03 

0.88 

0.77 

0.64 

0.61 

3    X2    XA 

1.75 

0.87 

0.58 

0.44 

0.35 

0.29 

0.25 

0.22 

0.19 

0.17 

3    X2    XK 

5.33 

2.66 

1.77 

1.33 

1.07 

0.89 

0.76 

0.67 

0.59 

0.53 

2^X2    XtV 

1.55 

0.77 

0.52 

0.39 

0.31 

0.25 

0.22 

0.19 

0.17 

0.16 

2^X2    XH 

3.79 

1.89 

1.26 

0.95 

0.76 

0.63 

0.54 

0.47 

0.42 

0.38 

l^XlKXrV 

1.11 

0.56 

0.37 

0.28 

0.220.19 

0.16 

0.14 

0.12 

0.11 

1HX  VsXlA 

0.35 

0.15     0.10   0.08 

0.060.05 

0.04 

0.04 

0.03 

0.03 

1    X  ^XH 

0.12 

0.08  1  0.05 

0.040.030.03 

0.02 

0.02 

0.02 

0.02 

Safe  loads  include  weight  of  angle.     Maximum  fiber  strain   of   16,000 

pounds  per  square  inch.     Neutral  axis  through  center  of  gravity  parallel  to 

short  leg. 

See  notes  on  page  106. 

108           JONES    &    LAUGH 

LI  N     STEE  L    CO. 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Go's. 

Angles  with  Unequal  Legs 

Short  Leg 

Vertical 

DISTANCE  BETWEEN  SUPPORTS  IN  FEET 

SIZE 

OF  ANGLE 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

6    X4  X  % 

8.53 

4.27 

2.84 

2.13 

1.71 

1.43 

1.22 

1.07 

0.95 

0.85 

6    X4  X  T!  16.80 

8.40 

5.60 

4.20 

3.36 

2.80 

2.40 

2.10    1.87 

1.68 

6    X3HXH     6.56 

3.28 

2.19    1.64 

1.31 

1.09 

0.94 

0.82   0.73 

0.66 

12.85 

6.43 

4.28   3^21 

2.57 

2.14 

1.84 

1.61 

1.43 

1.28 

5    X4    XH 

8.37 

4.19 

2.79 

2.09 

1.68 

1.40 

1.20 

1.05   0.93 

0.84 

5    X4    X$4 

15.25 

7.63 

5.08 

3.81 

3.05 

2.54 

2.18 

1.91  11.69 

1.52 

6.40 

3.20 

2.13 

1.60 

1.28 

1.07 

0.92   0.80   0.71    0.64 

6    XQtXH   11.63 

5.81 

3.88 

2.91 

2.32 

1.94 

1.66    1.45    1.29    1.16 

5    X3  ~X% 
5    X3    X& 

4.75 
8.59 

2.37 
4.29 

1.59 
2.87 

1.19 
2.15 

0.95 
1.72 

0.79 
1.43 

0.68 
1.23 

0.60 
1.08 

O.f>3 
0.96 

0.48 
0.86 

4HX3    XA 

4.05 

2.03 

1.35 

1.01 

0.81 

0.68 

0.58 

0.51 

0.45 

0.41 

4HX3    Xtf     9-12 

4.56 

3.04   2.28 

1.82 

1.52 

1.30   1.14 

1.01 

0.91 

4    X3HXH     6.29 

3.15 

2.09 

1.57 

1.25 

1.05 

0.90  0.79 

0.70   0.63 

4    XSHXtl    11-36 

5.68 

3.79 

2.84 

2.27 

1.89 

1.62 

1.42 

1.27    1.14 

4    X3    X14 

4.53 

2.27 

1.51 

1.13 

0.91 

0.76 

0.65 

0.57 

0.50 

Of 

4    X3    XX 

8.32 

4.16 

2.77 

2.08 

1.67 

1.39 

1.19 

1.04 

0.92   0.83 

O]Xy3       V?^ 

4.43 

2.21 

1.48 

1.11 

0.88 

0.74 

0.63 

0.56 

0.49   0.44' 

3V£X3    XM 

8.11 

4.05 

2.70 

2.03 

1.62 

1.35 

1.16 

1.01 

0.90 

0.81 

3:!^X2V^XM 

2.19 

1.09 

0.73 

0.55 

0.44 

0.36 

0.31 

0.28 

0.24 

0.22 

3HX2HXH 

4.32 

2.16 

1.44 

1.08 

0.87 

0.72 

0.62 

0.54 

0.48 

0.43 

3    X2HXM 

2.13 

1.07 

0.71 

0.53 

0.43 

0.36 

0.32 

0.27 

0.24 

0.21 

3    X2^XH 

3.89 

1.95 

1.29 

0.97 

,0.78 

0.65 

0.56 

0.49 

0.43 

0.39 

3HX2    XX 

1.12 

0.56 

0.37 

0.28 

'0.23 

0.19 

0.16   0.14 

0.12 

0.11 

3MX2    XH 

2.56 

1.2S 

0.85 

0.64 

0.51 

0.43 

0.36   0.32 

0.28 

0.26 

3    X2    XA 
3    X2    XH 

1.07 
2.51 

0.53 
1.25 

0.36 
0.84 

0.27 
0.63 

0.21 
J0.50 

0.18 
0.42 

0.15 

0.36 

0.13 
0.32 

0.12 
0.28 

0.11 

0.25 

2HX2    XA 

1.01 

2.49 

0.51 
1.25 

0.33 
0.83 

0.25 
0.62 

0.20 
0.50 

0.17 
0.41 

0.15   0.13 
0.36   0.31 

0.11 
0.28 

0.10 
0.25 

1MX1HXA 

0.49 

0.25 

0.16 

0.12 

0.10 

0.08 

0.07  J0.06 

0.05 

0.05 

\%X  %XM 

0.13   0.07 

0.04  '0.03 

0.03 

0.02 

0.02   0.02 

0.02   0.01 

i  x  y8xy& 

0.064 

0.032 

0.021 

0.0160.013 

0.011 

0.009 

0.008 

0.007 

0.006 

Safe  loads   include  weight  of  angle.     Maximum  fiber  strain  of  16,000 
pounds  per  square  inch.     Neutral  axis  through  center  of  gravity  parallel  to 

long  leg. 

See  notes  on  page  106. 

JONES    &    LAUGHLIN     STE 

E  L    C  6  .           109 

SAFE    LOADS    IN    TONS    OF 

2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Go's. 

Tees 

o  . 

H  ° 

SIZE  FLANGE 

DISTANCE  BETWEEN  SUPPORTS  IN  FEET 

BY  STEM 

10 

09 

1 

2 

3 

4 

5 

6 

7 

8 

9 

T  1 

4    X4 

11.67 

5.83 

3.89 

2.92 

2.33 

1.95 

1.67 

1.45 

1.29 

>.n 

T  2 

4    X4 

10.28 

5.15 

3.432.57 

2.05 

1.72 

1.47 

1.28 

1.15 

1.03 

T31 

c      V9^<> 

4.59 

2.29 

1.531.15 

0.92 

0.76:0.66 

0.57 

0.510.46 

T29 

3^X4 

8.27 

4.13 

2.762.07 

1.651.37il.l9 

1.04 

0.920.831 

T33 

T30 
T  3 

4^X3 

4.32 

10.56 
7.37 

2.161.44 

5.28's.52 
3.692.45 

1.08 

2.64 
1.84 

0.86 

2.11 
1.48 

0.720.62 

1.761.51 
1.231.05 

0.54 

1.32 
0.92 

0~480~43 

1.17  1.05 
0.810.74 

T  4 

3)^X3L£ 

6.393.192.13 

1.60 

1.28 

1.070.92 

0.800.71  0.64 

T23 

3HX3 

5.452.721.81 

1.36 

1.09 

0.91 

0.77 

0.680.600.55 

T24 

3^X3 

•4.72 

2.36 

1.57 

1.18 

0.95 

0.79 

0.68 

0.59|o.52 

0.47 

T26 

3    X3V£ 

7.19  3.59!2.40  1.80  1.44  1.20 

1.03 

0.890.800.721 

T25 

3    X3>£ 

6.233.11 

2.081.561.24 

1.040.89 

0.78|0.690.63| 

T  5 

3    X3 

4.77 

2.39 

1.591.200.96 

0.80 

0.68 

0.600.530.48 

•     T  6 

3    X3 

4.11 

2.051.37 

1.03 

0.83 

0.68 

0.59 

0.510.45 

0.41 

T32 

3    X3 

3.30 

1.65j  1.10  0.82  0.66  0.55  0.47 

0.410.37 

0.33 

T  7 

2^X2^ 

3.25 

1.  63  1.  08  0.  81  !0.  65  0.55  0.47 

0.400.36 

6.32 

T8 

2HX2>«j 

2.791.39 

0.93|0.  69  0.56  0.47 

0.40 

0.350.31 

0.28 

T28 

2HX2 

1.690.85 

0.560.42 

0.33 

0.28 

0.24 

0.21 

0.19 

0.17 

T  9 

T10 

2$<2& 

2.131.07 
1.750.87 

0.710.530.430.36 
0.590.440.350.29 

0.310.27 
0.250.21 

0.24 
0.20 

0.21 
0.17 

Til 

2    X2' 

1.  36  0.68!0.  45  0.34  0.27|0.23  0.20  0.17 

0.15 

0.14 

T27 

1.030.52 

0.350.26 

0.20 

0.17 

0.150.13 

0.12 

0.10 

T13 

1^X1% 

1.030.5l!o.35 

0.26 

0.20 

0.17 

0.15 

0.13 

0.12 

0.10 

T12 

iMxik 

0.680.34 

0.230.17 

0.13 

0.12 

0.090.080.080.07 

T14 

0.730.370.240.19 

0.1510.120.110.090.080.07 

T15 

iHxik 

0.610.310.200.15 

1  

0.12 

0.11 

0.090.080.07^.06 

T16 

I^XIM 

0.  52  !  0.26  0.17 

0.13|0.11 

0.09 

0.080.07 

0.06 

0.05 

T17 

ikxiM 

0.39,0.200.13 

0.100.08 

0.07 

0.050.05 

0.04 

0.04 

T18 

1    XI 

0.25i0.13 

0.08 

0.07 

0.05 

0.04 

0.040.03 

0.03 

0.03 

T19 

1    XI 

0.1910.09 

0.06 

0.05 

0.04 

0.03 

0.030.030.02 

0.02 

1 

Safe  loads  include  weight  of  tees.     Maximum  fiber 

strain,  16,000  pounds 

per  square  inch. 

For  safe  loads  to  the  right  of  heavy  lines  the  deflection  will  be  greater 
than  allowable  for  plastered  ceilings. 

110 


JONES    &    LAUGHLIN     STEEL    CO. 


SAFE   LOADS    IN    TONS    OF   2000    POUNDS 

Uniformly  Distributed,  for  Jones  &  Laughlin  Steel  Co.'s 
Steel  Z  Bars 


0* 

fc 

fc 

INCHES 

1ESS  OF  1 
TAL 
HES 

.DISTANCE  BETWEEN  SUPPORTS,  FEET 

jj 

&T 

|S' 

4 

5 

6 

7 

8 

9 

10 

12 

14 

M 

74 

3 

w 

2.56 

2.05 

1.71 

~« 

1.14 

1.02 

0.85 

0.73 

0.64 

to 

JL. 

3  17 

2  54 

2.12 

1,81 

1,59 

1.41   1.27 

1.06 

0.91 

0.70 

85 

\i 

3.77 

3.02 

2.51 

2.16 

1.88 

1.68 

1.51 

1.26 

1.08 

0.94 

78 

2H 

T* 

3.57 

2.86 

2.38 

2.04^1.79 

1.59 

1.43 

1.19 

1.02 

0.89 

3 

H 

4.08 

3.26  2.72  2.33 

2.04 

1.81 

1.63 

1.36 

1.16 

1.02 

to 

JL 

4.57 

3.66  3.05 

2.61 

2.29,2.03 

1.83 

1.52 

1.31 

1.14 

3Xs 

\i 

5.08 

4.05  3.39 

2.90 

2.54 

2.26 

2.03 

1.69 

1.45 

1.27 

79 

3 

A 

1.24 

0.99 

0.82 

0.71 

0.62 

0.55 

0.50 

0.41 

0.36 

0.31 

Safe  loads  include  weight^of  Z  bar.     Maximum  fiber  stress,  16,000  pounds 
per  square  inch. 


JONES    &     LAUGHLIN     STEEL    CO. 


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II  II 


112  JONES    &     LAUGHLIN     STEEL    CO. 

Use   of  Tables   on   the    Properties   of 
Rolled    Shapes 

(Pages  118  to  139.) 

These  tables  afford  a  ready  means  of  determining  the  safe 
uniformly  distributed  load  a  particular  shape  will  sustain,  by 
making  one  division  only. 

Refer  to  columns  .headed  "  Coefficient  of  Strength  "  C  and  C' 
and  divide  the  numbers  therein  found  by  the  length  of  span 
measured  between  centers  of  bearings.  The  first  column  gives 
safe  uniformly  distributed  loads  with  fiber  stress  at  16,000 
pounds  per  square  inch.  The  second  with  fiber  stress  at  12,500 
pounds  for  beams  and  channels  and  12,000  pounds  for  tees 
and  zees. 

Referring  to  24-inch  beam,  80  pounds  per  foot,  in  table  under 
C  is  found  1,855,900  and  under  C'  1,449,900.  If  span  is  thirty 
feet  divide  said  numbers  by  30,  giving  61,863  and  48,330 
respectively,  or  the  number  of  pounds  uniformly  distributed 
which  a  24-inch  beam,  80  pounds  per  foot,  will  safely  support 
30  feet  between  supports,  the  extreme  fibers  of  beam  being 
stressed  16,000  pounds  per  square  inch  in  first  case  and  12,500 
pounds  in  second. 

Suppose  we  wish  to  know  the  safe  load  a  tee  will  support  ten 
feet  long,  section  T-30.  We  find,  page  127,  under  C  and  C', 
21,160  and  15,870.  Dividing  same  by  ten  we  have  2116  and 
1587  pounds,  respectively,  as  safe  loads,  stressing  material 
16,000  pounds  per  square  inch  in  first  case  and  12,000  pounds 
in  second. 

With  any  complicated  system  of  loading  it  is  only  necessary 
to  determine  the  moment,  multiply  same  by  eight  and  look  up 
nearest  number  corresponding  to  this  in  columns  C  and  C', 
when  proper  beam,  channel,  tee  or  zee  will  be  indicated. 

For  example,  if  a  beam  is  loaded  at  the  center  with  10,000 
pounds  and  the  span  is  twenty  feet,  the  reaction  at  each  end 
of  beam  is  5000  pounds  and  eight  times  the  moment  or 
8  M=8X  10X500=400,000. 

Under  column  C  we  find  405,800,  which  corresponds  to  a 
12-inch  35-pound  beam. 

Under  column  C'  we  find  396,800,  which  corresponds  to  a 
12-inch,  40-pound  beam. 


JONES    &    LAUGHLIN     STEEL    CO.  113 


Where  two  beams  or  two  channels  are  connected  together  by 
latticing  or.stay  plates,  column  14  will  be  useful  in  spacing  them 
to  make  radii  of  gyration  equal. 

The  value  of  I,  I',  r,  r',  R,  R'  will  be  found  convenient  in 
applying  the  general  formulae  on  the  flexure  of  beams  of  any 
cross-section,  given  on  page  114,  to  particular  sections. 


114  JONES    &     LAUGHLIN     STEEL    CO. 

General  Formulas  on  the  Flexure  of  Beams 
of  any  Cross-Section 

Let  A  =  area  of  section,  in  square  inches. 

1  =  length  of  span,  in  inches 
\V  =;  load,  uniformly  distributed,  in  pounds. 
M  =  bending  moment,  in  inch-pounds. 
h  =  height  of  cross-section,  out-to-out,  in  inches. 
n  =  distance  of  center  of  gravity  of  section,  from  top  or 

from  bottom,  in  inches. 

s  =  strain  per  square  inch  in  extreme  fibers  of  beam, 
either  top  or  bottom,  in  pounds,  according  as  n 
relates  to  distance  from  top  or  from  bottom  of 
section. 

D  =  maximum  deflection,  in  inches. 
I  =  moment  of  inertia  of  section,  neutral  axis  through 

center  of  gravity. 
Irf=  moment  of  inertia  of  section,  neutral  axis  parallel  to 

above,  but  not  through  center  of  gravity. 
d  =  distance  between  these  neutral  axes. 
R  =  section  factor. 
r  =  radius  of  gyration,  in  inches. 

E  =  modulus  of  elasticity  (for  wrought  iron,  assume 
27,000,000;  for  steel,  29,000,000). 


M= 


Then  :  R  =  —  —  r  =  J 

Y 

Sl 


n 
Mn 

—  SK 

M 

I 

8sl 

R 

8s 

In 

Win 

1 
Wl 

81  8R 


„  __  5W18  for  beam  supported   at   both    ends   and 

384  Eli  uniformly  loaded. 
.p.  _      PI3     for  beam  supported  at   both    ends   and 

~   48EI  loaded  with  a  single  load  P  at  middle. 
_     Wl3    for  beam  fixed  at  one  end  and  unsupported 
"    gEl    at  the  other  and  uniformly  loaded. 

p,  3     for  beam  fixed  at  one  end  and  unsupported 

D  = at  the   other,  and  loaded  with   a  single 

3EI    load  P  at  the  latter  end. 


JONES    &    LAUGHLIN    STEEL    CO. 


115 


BENDING    MOMENTS   AND   DEFLECTIONS    OF 

BEAMS    UNDER    VARIOUS    SYSTEMS 

OF    LOADING 


JF=total  load. 
/=length  of  beam. 

/=  moment  of  inertia. 
£=  modulus  of  elasticity. 

(1)     Beam  fixed  at    one    end    and 
loaded  at  the  other. 

(2)     Beam   fixed  at   one    end,   and 
uniformly  loaded. 

fs^7^o---->  ••'•-•':•::•  •W"-^-''?^'  »-."^ 

,<-                              -J        -               ->] 

• 

® 

Safe  load=MJ  that  given  in  tables. 
Maximum  bending  moment  at  point 
of  support  =  Wl. 
Maximum  shear  at  point  of  support 

JfY3 
Deflection  =  ^~ 

Safe  load=  %  that  given  in  tables. 
Maximum     bending     moment     at 

point  of  support=  — 

Maximum   shear  at   point  of  sup- 
port =  ]V. 
IV  l^ 
Deflection=         _ 
8  E  I 

(3)     Beam  supported  at  both  ends, 
single  load  in  the  middle. 

(4)     Beam  supported  at  both  ends 
and  uniformly  loaded. 
W 

r  - 

• 

i    A    i 

m       vs)       m 

Safe  load=^  that  given  in  tables. 
Maximum  bending  moment  at  mid- 
107 
die  or  beam=  — 
4 
Maximum  shear  at  points  of  sup- 
port- yzw. 
Wl3 
Deflection^  — 

Safe   load  =  that  given   in    tables. 
Maximum  bending  moment  at  mid- 
Wl 
die  of  beam=—  —  - 

Q 

Maximum  shear  at  points  of  sup- 
port- %W. 
Wl* 

48EI 

1     76<S£7 

(5)     Beams  supported  at  both  ends, 
single  unsymmetrical  load. 

(6)     Beam  supported  at  both  ends, 
two  symmetrical  loads. 

]    i    J,           „          L 

L                     r                      ->{§•'    -; 

vf-  -a-  ->|                k-a-  -H   3 

L                       , 

^.j     ,*<*           "li§> 
(w) 

Safe    load  =  that    given    in    tables 

X8al> 
Maximum  bending  moment   under 
i     A     Wab 

^^3        /^~\     '     ^~\       ^^ 

K'Vjy   *(™) 

Safe    load=that     given    in    tables 

X— 

4  a 
Maximum  bending  moment  between 

Maximum  shear  :  at   support  near 
Wl,                                       Wa 
a  =  ——-  ;  at  other  support  =  

Maximum  deflection 
lVab("l    a)      i 

loads=%  Wa. 

Maximum  shear  between  load  and 
nearer  support=%  W. 

Maximum  deflection 

~^il~         V/3  «(,/-«) 

=^>'-*">- 

116            JONES    &    LAUGHLIN     STEEL    CO. 

VALUES    OF    MOMENTS    OF    INERTIA 

^ 
__x  .__ 

fl 

f*~ 

1 

U"^^^^                      T    rnrit  Y    Y                      ^ 

1,  axu.  X  X                  12 

.-dL-x. 

|     *    j                                                       ^3^_^)^_//3^.           (^4_/4) 

T    axis  V   V  — 

-p—  •T----i- 

1 

__x  _ 

•     1 

1 

1 

1)  d*  (>J4  /4) 

>l                        T    axis  X   X  — 

NHJ                                                                                        12 

r^J-  ^-       I,  axis  Y-Y 
,\                                                             >• 

'J                                                           2J^3+//3H  (<J4  f4)         A      2 

4  i  !  t   x                                        2 

«*."H.^  jLii-'H*^ 

h^j*""*!  T             Area=A=2  ^  j+//  /+^(<W) 

iw 

T>a|4-pr_r  

x 

~r  — 
IP 

>L.T__r.             v        ^  ««+/(rf-«)«—  (^)(»-/)« 

1                                                 3 

4- 
it 

i-- 

!• 

X 

it 

jf"  f-y               v  v    ^«3+/(^-«)3-(^-0(«-03, 

^4       T>  aX1S                             ,3 
J     !    x        for  uneven  and  even  angles. 
'     T        uv  v     d  tt*+t  (b-n)3-(d-t)(n-t)* 

,.-  1^..-^]                 for  uneven  angles. 
sX  2«4-2(«-/)4-|-4^-(2«  )]3, 

|X                               T    axio  TT    TT  

i\    '\     -fc     "i             A'  <tAla    w      v                                          Q 

•    X                                                             " 

T|^.">r"l'             for  even  angles. 

Jfr-dSi^"'      n    *  (2*+fy+A2    for   uneven    and    even 

>         ^-'        '         2(A+^)      '       Angles. 

JONES    &    LAUGHLIN     STEEL    CO.  117 


VALUES  OF  MOMENTS  OF  INERTIA 

7=  Moment  of  Inertia  ^?=  Moment  of  Resistance 


Sections 


•«--&-* 


For  axis  X-X= 


— 


For  axis  Y-Y= 


12 


12 


For  axis 
For  axis 


64 


64 


bh* 


32 


32^ 


t 

if__>>—  —  ^ 

' 


64 


32 


12 


2  I 


12 


2J 
k 


12 


2J 
k 


118           JONES    &    LAUGHLIN     STEEL    CO. 

PROPERTIES    OF 

1 

2 

3 

4 

5 

6 

7 

8 

9 

n  Number 

i  of  Beam 
nches 

11 

of  Section 
re  Inches 

1 

I! 

of  Flange 
nches 

n.  of  Inertia 
utral  Axis 
endicular  to 
b  at  Center 

n.  of  Inertia 
utral  Axis 
icidentwith 
ter  Line  of 
Web 

J%B* 

.2 
1 

f 

§ 

11 

-=  — 

9 

PJP 

m* 

*!<r 

H 

I 

V 

r 

100. 

29.41 

.754 

7.254 

2880.1 

48.56 

9roo 

95. 

27.94 

.692 

7.192 

280&6 

47.10 

9.09 

BO 

24 

90. 

26.47 

.631 

7.131 

2239.  1 

45.70 

9.20 

85. 

25. 

.570 

7.070 

2168.6 

44.35 

9.31 

80. 

23-53 

.500     7.000 

2087.9 

42.86 

9.46 

100. 

29.41 

.884     7.284 

1655.8 

52.65 

7  50 

95. 

27.94 

.810  i  7.210 

1606.8 

50.78 

7.58 

Bl 

20 

90. 

26.47 

.737  !  7.137 

1557.8 

48.98 

7.67 

85. 

25. 

.663     7.063 

1508.7 

47.25 

7.77 

80. 

23.53 

.600     7.000 

1466.5 

45  81 

7.86 

75. 

22.06 

.649     6.399 

1268.9 

30.25 

7.58 

B2 

20 

70. 

20.59 

.575 

6.325 

1219.  » 

29.04 

7.70 

65. 

1908 

.560     6.250 

1169.6 

27.86 

7.83 

70. 

20.59 

.719     6.259 

921.3 

24.62 

6.69 

Is 

65. 

19.12 

.637 

6.177 

881.5 

23.47 

6.79 

BZra 

1  ^ 

60. 

17.65 

.555 

6.095 

841.8 

22.38 

6.91 

55. 

15.93 

.460  !  6.000 

795.6 

21.19 

7.07 

100. 

29.41 

1.184  i  6.792 

900.5 

50.98 

5.53 

95. 

27.94 

1.085 

6.694 

872.9 

48.37 

5.59 

B25i 

15 

90. 

26.47 

.987 

6.596 

845.4 

45.91 

5.65 

85. 

25. 

.889 

6.498 

817.8 

43.57 

5.72 

80. 

23.53 

.810 

6.400 

795.5 

41.76 

5.78 

75. 

22.06 

.882 

6.274 

691.2 

30.68 

5.60 

no 

1  1C 

70. 

20.59 

.784 

6.183 

663.6 

29.00 

5.68 

DO 

ID 

05. 

19.12 

.686 

6.091 

636.0        27.42 

5.77 

60. 

17.67 

.590 

6.000 

609.0        25.% 

5.87 

55. 

16.18 

.656 

5.754 

511.0 

17.06 

5.62 

n  j 

1  C 

50. 

14.71 

.558 

5.669 

483.4 

16.04 

5.73 

13  4 

10 

45. 

13.24 

.460 

5.585 

455.8 

15.00 

5.87 

42. 

12.48 

.410 

5  500 

441.7 

14.62 

5.95 

55. 

16.18 

.822 

5.612 

321.0 

17.46 

.45 

'HE 

10 

50. 

14.71 

.699 

5.489 

303.3 

16.12 

.54 

.150 

11 

45. 

13.24 

.576 

5.366 

285.7 

14.89 

.65 

40. 

11.84 

.460 

5.250 

268.9 

18.81 

.77 

"DA 

10 

35. 

10.29 

.436     5  086 

228.3 

10.07 

.71 

DO 

u 

31.50 

9.26 

.350     5.000 

215.8 

9.50 

.83 

40. 

11.84 

.749  '  5  099 

1.58.7 

9.50 

3.67 

nT 

1  A 

35. 

10.29 

.602     4.952 

146.4 

8.52 

3.77 

B7 

10 

30. 

8.82 

.455     4.806 

134.2 

7.65 

3.90 

25. 

7.37 

.310     4.660 

122.1 

6.89 

4.07 

35. 

10.29 

.732     4.772 

111.8 

7.31 

3.29 

no 

30. 

8.82 

.569     4.609 

101.9 

6.42 

3.40 

DO 

25. 

7.35 

.406     4.446 

91.9 

5  65 

3.54 

21. 

6.81 

.290 

4.330 

84.9 

5.16 

3.67 

L=Safe  load  in  pounds  uniformly  distributed.     I  =  Span  in  feet. 
M=  Moment  of  forces  in  foot  pounds.   C  and  C'—  Coefficients  given  on 
opposite  page.     Weights  in  heavy  print  are  standard  ;  others  are  special. 

JONES    &    LAUGHLIN     STEEL    CO.           119 

STEEL    BEAMS 

10 

11 

12 

13 

14 

15 

°H'"  *••« 

1  1§  5^ 

^  x'S£ 

Section  Factor 
Neutral  Axis 
Perpendicular  to 
VTeb  at  Center 

Coefficient  of 
Strength  for  Fiber 
Stress  of  16,000 
Pounds  per  Square 
Inch.  Used  for 
Buildings 

Coefficient  of 
Strength  for  Fiber 
Stress  of  12,500 
Pounds  per  Square 
Inch.  Used  for 
Bridges 

£  «  §.;|  '-5  g  §• 

$$*«s* 

Section  Number 

r7 

R 

c 

C' 

.28 

198.4 

2,115,800 

1,653,000 

17.82 

.30 

192.5 

2,052,900 

1,603,900 

17.99 

.31 

186.6 

1,990,300 

1,554,900 

18.21 

BO 

.33 

180.7 

1,927,600 

1,505,900 

18.43 

.36 

174.0 

1,855,900 

1,449,900 

18.72 

.34 

165.6 

1,766,100 

1,379,800 

14.76 

.35 

160.7 

1,713,900 

1,339,000 

14.92 

.36 

155.8 

1,661,600 

1,298,100 

15.10 

Bl 

.37 

150.9 

1,509,300 

1,257,200 

15.30 

.39 

146.7 

1,564,300 

1,222,100 

15.47 

.17 

126.9 

1,353,500 

1,057,400 

14.98 

.19 

122.0 

1,301,200 

1,016,600 

15.21 

B2 

.21 

117.0 

1,247,600 

974,700 

15.47 

.09 

102.4 

1,091,900 

853,000 

13.20 

.11 

97.9 

1,044,800 

81(1,200 

13.40 

.13 

93.5 

997,700 

779,500 

13.63 

B2/3 

.15 

88.4 

943,000 

736,700 

13.95 

.31 

120.1 

1,280,700 

1,000,600 

10.75 

.32 

116.4 

1,241,500 

969,900 

10.86 

.32 

112.7 

1,202,300 

939,300 

10.99 

B28^ 

.32 

109.0 

1,163,000 

'.tOX.tlOO 

11.13 

.32 

106.1 

1,131,300 

883,900 

11.25 

.18 

92.2 

983,000 

768,000 

10.95 

.19 

88.5 

943,800 

737,400 

11.11 

.20 

84.8 

904,600 

706,700 

11.29 

B3 

.21 

81.2 

866,100 

676,600 

11.49 

.02 

68.1 

726,800 

567,800 

11.05 

1.04 

64.5 

687,500 

537,100 

11.27 

1.07 

60.8 

648,200 

506,400 

11.54 

B4 

1.08 

58.9 

628,300 

490,800 

11.70 

1.04 

53.5 

570,600 

445,800 

8.65 

1.05 

50.6 

539,200 

421,300 

8.83 

1.06 

47.6 

507,900 

396,800 

9.06 

B5 

1.08 

44.8 

478,100 

•     373,500 

9.29 

0.99 

38.0 

405,800 

317,000 

9.21 

T5A 

1.01 

36.0 

383,700 

299,700 

9.45 

DO 

0.90 

31.7 

338,500 

264,500 

7.12 

0.91 

29.3 

312,400 

244,100 

7.32 

TJT 

0.93 

26.8 

286,300 

223,600 

7.57 

X>7 

0.97 

24.4 

260,500 

203,500 

7.91 

0.84 

24.8 

265,000 

207,000 

6.36 

0.85 

22.6 

241,500 

188,700 

7.58 

0.88 

20.4 

217,900 

170,300 

6.86 

DO 

0  90 

18.9 

201,300 

157,300 

7.12 

L=C 

orC'                 CorC'                                                  8  s  R 

-I                   JYL  —          ft                  U  Ol  U    —  Li  1  —  oM  •—      -  o 
1                                      o                                                                            JL/ 

120         'JONES    &    LAUGHLIN    STEEL    CO. 

PROPERTIES    OF 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Section  Number 

—  C 

1 

Area  of  Section 
Square  Inches 

fhickness  of  Web 
Inches 

Width  of  Flange 
Inches 

Mom.  of  Inertia 
Neutral  Axis 
Perpendicular  to 
Web  at  Center 

Mom.  of  Inertia 
Neutral  Axis 
Coincident  with 
Center  Line  of 
Web 

Radius  of 
Gyration  Neutral 
Axis  Perpen- 
dicular to  Web 
at  Center 

I 

i' 

r 

25.50 

7.50 

.541 

4.271 

68.4 

4.75 

3.02 

23.00 

6.76 

.449 

4.179 

64.5 

4.39 

3.09 

B  V 

20.50 

6.03 

.357 

4.087 

60.6 

4.07 

3.17 

18.00 

5.33 

.270 

4.000 

56.9 

3.78 

3.27 

20.00 

5.88 

.458 

3.868 

42.2 

3.24 

2.68 

BIO 

7  . 

17.50 

5.15     .353 

2.763 

39.2 

2.94 

2.76 

15.00 

4.42     .250 

3.660 

36.2 

2.67 

285 

17.25 

5.07     .475 

3.575 

26.2 

2.36 

2.27 

Bll 

6 

14.75 

4.34     .352 

3.452 

24.0 

2.09 

2.35 

12.25 

3.61      .230 

3.330 

21.8 

1.85 

2.46 

14.75 

4.34 

.504 

3.294 

15.2 

1.70 

1.87 

B12 

5 

12.25 

3.60 

.357 

3.147 

13.6 

1.45 

1.94 

9.75 

2.87 

.210 

3000 

12.1 

1.28 

2.05 

10.50 

3.09 

.410 

2.880 

'7.1 

1.01 

1.52 

. 

9.50 

2.79     .337 

2.807 

6.7 

0.93 

1  55 

Bll 

4 

8.50 

2.50 

.268 

2.733 

6.4 

O.S5 

1.59 

7.50 

2.21 

.190 

2.660 

6.0 

0.77 

1.64 

7.50 

2.21 

.361 

2.521 

2.9 

0.60 

1.15 

B14 

3 

6.50 

1.91 

.263 

2.423 

2.7 

0.53 

1.19 

5.50 

1.63 

.170 

2.330 

2.5 

0.46 

1.23 

PROPERTIES    OF    SPECIAL 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Section  Number 

Depth  of  Channel 
Inches 

I 

fcf 

Area  of  Section 
Square  Inches 

Thickness  of  Web 
Inches 

Width  of  Flange 
Inches 

Mom.  of  Inertia 
Neutral  Axis 
Perpendicular  to 
Web  at  Center 

Mom.  of  Inertia 
Neutral  Axis 
*N  Parallel  with 
Center  Line  of 
Web 

Radius  of 
Gyration  Neutral 
*t  Axis  Perpen- 
dicular to  Web 
at  Center 

52. 

15.3 

.84 

4.46 

318.2 

13.07 

4.56 

C  1H 

16 

31.5 

9.27 

.375 

4. 

233. 

10.39 

5.01 

tC21 

7 

22.1 
18. 

6.50 
5.29 

.50 
.33 

3.50 
3.33 

46.04 
41.30 

7.04              2.67 
5.80              2.79 

tC16 

6 

18.4 
13.3 

5.41 
3.91 

.562 
3.12 

3.06 
2.81 

25.44 
20.94 

3.66              2.17 
2.65              2.31 

tC22 

6 

15. 

4.41 

.35 

3.50 

25.02 

4.25              2.38 

*  Special  channels,    t  Ship  channels. 

JON  E 

S    &    LAUGHLIN     STEEL    CO.          .121 

STEEL   BEAMS 

10 

11 

12 

13 

14 

15 

* 

m 

§31 

Section  Factor 
Neutral  Axis 
Perpendicular  to 
Web  at  Center 

Coefficient  of 
Strength  for  Fiber 
Stress  of  16,000 
Pounds  per  Square 
Inch.  Used  for 
Buildings 

Coefficient  of 
Strength  for  Fiber 
Stress  of  12,500 
Pounds  per  Square 
Inch.  Used  for 
Bridges 

IH 

Section  Number 

r' 

R 

C 

C' 

.80 

17.1 

182,500 

142,600 

5.82 

.81 

16.1 

172,000 

134,400 

5.96 

Bq 

.82 

15.1 

161,600 

12 

6,200 

6.12 

y 

.84 

14.2 

151,700 

118,500 

6.32 

.74 

12.1 

128,600 

100,400 

5.15 

.76 

11.2 

119,400 

93,300 

5.31 

BIO 

.78 

10.4 

110,400 

86,300 

5.50 

.68 

8.7 

93,100 

72,800 

4.33 

.69 

8.0 

85,300 

66,600 

4.49 

Bll 

.72 

7.3 

77,500 

60,500 

4.70 

.63 

6.1 

64,600 

50,500 

.63 

5.4 

55,100 

45,400 

B12 

.65 

4.8 

51,600 

40,300 

3*  88 

.57 

3.6 

38,100 

29,800 



.58 
.58 

3.4 
3.2 

3i,000 
33,900 

28,100 
26,500 



B13 

.59 

3.0 

31,800 

24,900 

3'.  07 

.52 

1.9 

20,700 

16,200 

.... 

.52 

1.8 

19,100 

1 

5,000 

B14 

.53 

1.7 

17,600 

15,800 

2.24 

AND    SHIP    STEEL 

CHANNELS 

10 

11 

12 

13 

14              15 

16 

Radius  of 
Gyration  Neutral 
Axis  Parallel  with 
Center  Line  of  Web 

Section  Factor 
Neutral  Axis 
Perpendicular  to 
Web  at  Center 

Coefficient  of 
Strength  for  Fiber 
Stress  of  16,000 
Pounds  per  Square 
Inch.  Used  for 
Buildings 

Coefficient  of 
Strength  for  Fiber 
Stress  of  12,500 
Pounds  per  Square 
Inch.  Used  for 
Bridges 

D^OO-—             +}  p  ,0 

flip   if! 

s-i    r     g  i| 

iK  isi 

Section  Number 

r' 

R 

C 

c' 

.924 

48.95 

522,100 

407,900 

6.72            1.114 

C1  LjT 

1.059 

35.85 

382,400 

298,800 

7.66          10.72 

•1/2 

1.04 

13.15 

140,300 

109,600 

2.83            1.05 

P91 

1.04 

11.80 

125,800 

98,300 

3.01            1.09 

UH 

.80 

8.48 

90,500 

70,700 

2.45            0.78 

Plfi 

.823 

6.98 

74,500 

58,200 

2.75            0.79 

W4V 

.98 

8.34 

88,960 

69,500 

2.24            1.05 

C22 

122           JONES    &    LAUGHLIN     STEEL    CO. 

PROPERTIES    OF 

1 

2 

3 

4 

5 

6 

7 

8 

9 

| 

5  • 
Z 

of  Channel  1 
nches  | 

I 

|f 

of  Section 
,re  Inches 

:kness  of 
3,  Inches 

i  of  Flange 
nches 

.of  Inertia 
itral  Axis 
ndicular  to 
at  Center 

|||| 

_!  ,•£ 

1 

I 

P 

I! 

ft 

i 

|l|| 

plf 

!<irt 

I 

i' 

r 

65S 

16.18 

.818 

3.818 

430.2 

12.19 

5.16 

50? 

14.71 

.720 

3.720 

402.7 

11.22 

5.23 

4  f 

45. 

13.24 

.622 

3.622 

375.1 

10.29 

5.32 

C  1 

15 

40. 

11.76 

524 

3.524 

347.5 

9.39 

5.43 

35. 

10.29 

!426 

3.426 

320.0 

8.48 

5.58 

33. 

9.90 

.400 

3.400 

312.6 

8.23 

5.62 

40. 

11.76 

.758 

3.418 

197.0 

6.63 

4.09 

35. 

10.29 

.636 

3.296 

179.3 

5.90 

4.17 

C2 

12 

30. 

8.82 

513 

3.173 

161.7 

5.21 

4.28 

25. 

7.35 

.390 

3.050 

144.0 

4.53 

4.43 

20.5 

6.03     .280 

2.940 

128.1 

3  91 

4.61 

35. 

10.29      .828 

3.188 

115.5 

4.66 

3.35 

30. 

8.82  i  .676 

3.036 

103.2 

3.90 

3.42 

C  3 

10 

25. 

7.35     .529 

2.889 

91.0 

3.40 

3.52 

20. 

5.88     .382 

2.742 

78.7 

2.S5 

3.66 

15. 

4.46 

.240 

2.600 

66.9 

2.30 

3.87 

25. 

7.35 

.614 

2.815 

70.7 

2.98 

3.10 

CM 

20. 

5.88 

.452 

2.652 

60.8 

2.45 

3.21 

4 

15. 

4.41 

.288 

2.488 

50.9 

.95 

3.40 

13.25 

3.89 

.230 

2.430 

47.3 

.77 

3.49 

« 

21.25 

6.25 

.588 

2.628 

47.8 

.25 

2.77 

18.75 

5.51 

.490 

2.530 

43.8 

.01 

2.82 

C  5 

8 

16.25       4.78 

.399 

2.439 

39.9 

.78 

2.89 

13.75  '    4.04 

.307 

2.347 

36.0 

.55 

2.98 

11.25 

335 

.220 

2.260 

323 

.33 

3.11 

19.75 

5.81 

.633 

2.513 

33.2 

.85 

2.39 

17.25 

5.07 

.528 

2.408 

30.2 

.62 

2.44 

C  6 

7 

14.75 

4.34 

.423 

2.303 

27.2 

.40 

2.50 

12.25 

3.60 

.318 

2.198 

24.2 

.19 

2.50 

9.75 

2.85 

.210 

2.090 

21.1 

98 

2.72 

15.5 

4.56 

.568 

2.288 

19.5 

.28 

2.07 

13. 

3.82 

.440 

2.160 

17.3 

.07 

2.13 

C  7 

6 

10.5 

3.09     .318 

2.038 

15.1 

0.88 

2.21 

8.00 

2.38     .200 

1.920 

13.0 

0.70 

2.34 

11.5 

3.38  !  .484 

2.044 

10.4 

0.82 

.75 

C  8 

5 

9. 

2.65 

.330 

.890 

8.9 

0.64 

.83 

6.5 

1.95 

.190 

.750 

7.4 

0.48 

.95 

7.25 

2.13 

.327 

.727 

4.6 

0.44 

.46 

C  9 

4 

6.25 

.84 

.252 

.652 

4.2 

0.38 

.51 

5.25 

.55 

.180 

.580 

3.8 

0.32 

.56 

6. 

.76 

.366 

.606 

2.1 

0.31 

.08 

CIO 

3 

5. 

.47 

.264 

.504 

1.8 

.     0.25 

1.12 

4. 

.19 

.170 

1.410 

16 

0.20 

1.17 

L=Safe  load  in  pounds  uniformly  distributed.     I=Span  in  feet. 
M=  Moment  of  forces  in  foot  pounds.     C  and  C/=Coefficients  given  on 
opposite  page.     Weights  in  heavy  type  are  standard  ;  others  are  special. 

JONES    &     LAUGHL1 

N     STEEL    CO.            123 

STEEL    CHANNELS 

10 

11 

12 

13 

14 

15 

1C 

Radius  of  Gyration 
Xeutral  Axis  Paral- 
lel with  Center 
Line  of  Web 

Section  Factor 
Neutral  Axis 
Perpendicular  to 
Web  at  Center 

Coefficient  of 
Strength  for  Fiber 
Stress  of  16,000  Ibs. 
per  Square  Inch. 
Used  for  Buildings 

Coefficient  of 
Strength  for  Filx?r 
Stress  of  12,500  Ibs. 
per  Square  Inch 
Used  for  Bridges 

JH 

Distance  of 
Center  of  Gravity 
from  Outside 
of  Web 

Section  Number 

rf 

R 

C 

C' 

.  MiX 

57.4 

611,900 

478,000 

8.53 

.823 

.873 

53.7 

572,700 

447,400 

8.71 

.803 

.882 

50.0 

533,500 

416,800 

8.92 

.788 

Ci 

.893 

46.3 

494,200 

386,100 

9.15 

.783 

1 

.905 

42.7 

455,000 

355,500 

9.43 

.789 

.912 

41.7 

444,500 

347,300 

9  50 

.794 

.751 

32.8 

350,200 

273,600 

6.60 

.722 

.757 

29.9 

318,800 

249.100 

6.81 

.694 

.768 

26.9 

287,400 

224,500 

7.07 

677 

C  2 

.785 

24.0 

256,100 

200.000 

7.36 

.678 

.805 

21.4 

227,800 

178,000 

7  67 

.704 

.672 

23.1 

246,400 

192,500 

5.17 

.695 

.672 

20.6 

220,300 

172,100 

5.40 

.651 

.680 

IS.  2 

194,100 

151,700 

5.67 

.620 

C  3 

.  69(i 

15.7 

168,000 

131,200 

5.07 

.609 

.718 

13.4 

142,700 

111,500 

6.33 

.639 

.637 

15.7 

167,600 

130,900 

4.84 

.615 

.646 

13.5 

144,100 

112,600 

5.12 

.585 

C4 

.665 

11.3 

120,500 

94,200 

5.49 

.590 

Tt 

.674 

10.5 

112,200 

87,600 

5.63 

.607 

.600 

11.9 

127,400 

99,500 

4.23 

.587 

.603 

11.0 

116,900 

91,300 

4.38 

.567 

.610 

10.0 

106,400 

83,200 

4.54 

.556 

C  5 

.619 

9.0 

96,000 

75,000 

4.72 

.557 

.630 

8.1 

86,100 

67,300 

4.94 

.576 

.565 

9.5 

107,700 

79,000 

3.48 

.583 

.564 

8.6 

91,000 

71,800 

3.64 

.555 

.568 

7.8 

81,800 

64,700 

3.80 

.535 

C  6 

.575 

6.9 

73,700 

57,500 

3.99 

.528 

.586 

60 

66,800 

52,200 

4.22 

.546 

.529 

6.5 

69,500 

54,300 

2.91 

.546 

.529 

5.8 

61,600 

48,100 

3.09 

.517 

C7 

.534 

5.0 

53,800 

42,000 

3.28 

.503 

/ 

.542 

4.3 

46,200 

36,100 

3.52 

.517 

.493 

4.2 

44,400 

34,700 

2.34 

.508 

.493 

3.5 

37,900 

29,600 

2.56 

.481 

C8 

.498 

3.0 

31,600 

24,700 

2.79 

.489 

.455 

2.3 

24,400 

19,000 

1.85 

.463 

.454 

2.1 

22,300 

17,400 

1.96 

.458            C  9 

.453 

1.9 

20,200 

15,800 

.2.06 

.464 

.421 

1.4 

14,700 

11,500 

1.07 

.459 

.415 

1.2 

13,100 

10,300 

1.19 

.443            CIO 

.409 

1.1 

11,600 

9,100 

1.31 

.443 

T        CorC/                             ™       CorC'                             ^-rv        T,         ovr         8sR 

1 

8 

124           JONES    &    LAUGHLIN     STEEL    CO. 

PROPERTIES    OF 

1 

2 

3 

4 

5 

6 

7 

8 

Moments  of  Inertia 

1 

I              V 

Section  Number 

Depth  of  Web 
Inches 

1 

Thickness  of  Met 
Inches 

Weight  per  Foot 
Pounds 

Area  of  Section 
Square  Inches 

Neutral  Axis 
hrough  Center  of 
avity  Perpendicular 
to  Web 

Neutral  Axis 
irough  Center  of 
iravity  Coincident 

•HhWtfc 

O 

3 

2tt 

M 

6.7 

1.97 

2.87 

2.81 

Z4 

3^ 

2M 

ft 

8.4 

2.48 

3.64 

3.64 

3^ 

2tt 

N 

10.1 

3.00 

4.43 

4.53 

2it 

2M 

A 

10.9 

3.20 

3.94 

4.08 

3 

2tt 

H 

12.5 

3.69 

4.59 

4.85 

Z8 

3t\j 

2M 

A 

14.2 

4.18 

5.26 

5.70 

V/8 

2« 

N 

16.0 

4.69 

5.95 

6.56 

Z9 

3 

1M 

ft 

3.6 

1.06 

1.40 

0.35 

'    •. 

JONES    &    LAUGHLIN     STEEL    CO.           125 

STANDARD    AND    SPECIAL    Z    BARS 

9 

10 

11 

12 

13 

14  , 

15 

16 

SectionJ^actors 

Radii  of  Gyration 

Coefficient  of  Strength 

C              C' 

Neutral  Axis  through 
Center  of  Gravity 
Perpendicular  to 
Web 

Neutral  Axis  through 
Center  of  Gravity 
Coincident  with 
Web 

Neutral  Axis  through 
Center  of  Gravity 
Perpendicular  to 
Web 

Neutral  Axis  through 
Center  of  Gravity 
Coincident  with 
Web 

ill 

IP 

For  Fiber  Stress  of 
16,000  Pounds  per 
Sq.  In.  Axis  Per- 
pendicular to  Web 
at  Center 

For  Fiber  Stress  of 
12,000  Pounds  per 
Sq.  In.  Axis  Per- 
pendicular to  Web 
at  Center 

Section  Number 

1.92 

1.10 

1.21 

1.19 

0.55 

20,500 

15,400 

2.38 

1.40 

1.21 

1.21 

0.56 

25,400 

19,000 

Z4 

2.83 

1.73 

1.22 

1.23 

0.57 

30,190 

22,600 

2.68 

1.70 

1.10 

1.13 

0.54 

28,600 

21,440 

3.06 

1.99 

1.12 

1.15 

0.55 

32,600 

24,500 

Z8 

3.43 

2.31 

1.12 

1.17 

0.56 

36,600 

27,400 

3.81 

2.62 

1.13 

1.18 

0.57 

40,600 

30,480 

0.93 

0.25 

1.15 

0.57 

0.40 

9,900 

7,400 

Z9 

126 

JONES 

&    LA 

U  GH  L  I 

N     STE 

EL    CO 

PROF 

'ERTIE 

S    OF 

1 

2 

3 

4 

5 

6 

7 

Section  Numter 

ze  Flange  by  Stem 
Inches 

Weight  per  Foot 
Pounds 

Area  of  Section 
Square  Inches 

Distance  of  Center 
of  Gravity  from 
Outside  of  Flange 
Inches 

Mom.  of  Inertia 
Neutral  Axis 
through  Center  of 
Gravity  Parallel  to 
Flange 

Least  Section 
Factor  Neutral 
Axis  as  before 

* 

I 

R 

T31 

5    X2H 

11. 

3.24 

.65 

1.60 

.86 

T  1 

4    X4 

13.9 

4.08 

1.20 

6.12 

2.19 

T2 

4    X4 

12.4 

3.63 

1.19 

5.42 

1.93 

T30 

3HX4 

12.8 

3.75 

1.25 

5.50 

1.98 

T29 

3^X4 

9.9 

2.91 

1.19 

4.30 

1.55 

'T33 

4^X3 

8.6 

2.55 

.73 

1.80 

.81 

T3 

3/^»X3H 

10.4 

3.06 

1.00 

3.46 

1.38 

T4 

3>iX3H 

9.3 

2.73 

.91 

3.09 

1.20 

T23 
T24 

3^X3 
3HX3 

9.8 
9. 

2.88 
2.65 

.83 

.75  . 

2.22 
1.99 

1.02 
.88 

T26 

3    X3^ 

9.8 

2.88 

1.06 

3.29 

1.35 

T25 

8.6 

2.50 

.98 

2.94 

1.17 

T  5 

3    X3 

7.85 

2.30 

.89 

1.88 

.89 

T  6 

3    X3 

6.6 

1.94 

'    .87 

1.63 

.77 

T32 

3    X3 

5.68 

1.67 

.83 

1.35 

.62 

T  7 

2HX2H 

6.32 

1.86 

.79 

1.04 

.61 

T8 

2HX2H 

5.4 

1.59 

.74 

.92 

.52 

T28 

2^X2 

4.8 

1.41 

.54 

.46 

.32 

T  9 

2J4X2M 

4.62 

1.36 

.68 

.63 

.40 

T10 

2MX2M 

4.12 

1.21 

.67 

.49 

.33 

Til 

2    X2 

3.5 

1.03 

.56 

.37 

.25 

T27 

3.9 

1.15 

.44 

.25 

.19 

T13 

1HX1% 

3. 

.88 

51 

.24 

.19 

T12 

1MX1M 

2.33 

.69 

.50 

.16 

.13 

T14 

I^XIM 

2.5 

.77 

.46 

.14 

.14 

T15 

1^X1>£ 

1.95 

.56 

.47 

.12 

.11 

T16 

1MX1M 

2.04 

.60 

.42 

.08 

.097 

T17 

1&X1M 

1.6 

.45 

.40 

.062 

.073 

T18 

1    XI 

1.25 

.36 

.33 

.032 

.047 

T19 

1    XI 

.90 

.26 

.30 

.024 

.034 

J 

ONES 

&    L  AUG 

H  L  I  N     S 

TE  E  L    CC 

127 

STE 

EL    T'S 

8 

9 

10 

11 

12 

13 

Radius  of  Gyration 
Neutral  Axis  as 
before 

Mom.  of  Inertia 
Neutral  Axis 
through  Center  of 
Gravity  Coincident 
with  Center  Line 
of  Stem 

Section  Factor 
Neutral  Axis  as 
before 

Radius  of  Gyration 
Neutral  Axis  as 
before 

Coefficient  of 
Strength  for  Fiber 
Stress  of  16,000 
Pounds  per  Square 
Inch  Neutral  Axis 
through  Center  of 
Gravity  Parallel  to 
Flange 

Coefficient  Of 
Strength  for  Fiber 
Stress  of  12,000 
Pounds  per  Square 
Inch  Neutral  Axis 
as  before 

r 

i' 

R' 

r' 

C 

C' 

.71 

4.9 

1.70 

1.16 

9,200 

6,900 

.21 

3.05 

1.52 

.85 

23,320 

17,490 

.22 

2.61 

1.31 

.85 

20,560 

15,420 

.21 

1.89 

1.08 

.72 

21,160 

15,870 

.22 

1.42 

.81 

.70 

16,500 

12,380 

.87 

2.60 

1.16 

1.03 

8,650 

6,490 

.04 

1.70 

.97 

.73 

14,740 

11,060 

.01 

1.47 

.84 

.70 

12,760 

9,570 

.87 

1.70 

.97 

.76 

10,890 

8,170 

.84 

1.47 

.84 

.72 

9,420 

7,070 

1.06 

1.08 

.71 

.60 

14,360 

10,770 

1.03 

.93 

.62 

.58 

12,440 

9,330 

.91 

.93 

.62 

.64 

9,550 

7,160 

.92 

.78 

.52 

.63 

8,200 

6,150 

.90 

.64 

.43 

.62 

6,610 

4,960 

.75 

.54 

.43 

.54 

6,490 

'  4,870 

.75 

.45 

.36 

.53 

5,560 

4,170 

.57 

.43 

.34 

.55 

3,390 

2,540 

.67 

.32 

.28 

.48 

4,270 

3,200 

.67 

.25 

.23 

.48 

3,480 

2,610 

.59 

.18 

.18 

.41 

2,700 

2,040 

.48 

.37 

.29 

.58 

2,050 

1,540 

.51 

.12 

.14 

.36 

2,040 

1,530 

.48 

.092 

.10 

.36   . 

1,360 

1,020 

.44 

.076 

.10 

.32 

1,470 

1,100 

.47 

.058 

.077 

.33 

1,210 

910 

'    .37 

.045 

•    .072 

.28 

1,040 

780* 

.37 

.034 

.054 

.27 

770 

580 

.29 

.017 

.035 

.22 

510 

380 

.30 

.012 

.024 

.21 

360 

270 

128 


JONES    &    LAUGHLIN     STEEL    CO. 


PROPERTIES    OF    STANDARD    ANGLES 
Equal  Legs 


1 

2 

3 

4 

5 

6 

7 

8 

1 

I 

fl 

•g^S  Jf 

<g 

ll 

•11 

ll 

P| 

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ll!*! 

l\\ 

l|i 

$ 

5 

H 

pgfi 

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2^0(3 

S    < 

•  5 

hxh 

.   t 

A 

n 

I 

R 

All 

MX  M 

R 

.6 

.18 

.23 

.009 

.017 

A 

.9 

.25 

.25 

.012 

.024 

A10 

1    XI 

H 

.8 

.24 

.30 

.022 

.031 

JL 

1.2 

.34 

.32 

.030 

.044 

k 

1.5 

.44 

.34 

.037 

.056 

A  9 

1MX1M 

H 

1.1 

.30 

.36 

.044 

.049 

JL. 

1.5 

.44 

.38 

.061 

.071 

k 

2.0 

.57 

.40 

.077 

.091 

A 

2.4 

.69 

.42 

.090 

.109 

A  8 

1>^X1H 

H 

1.3 

.36 

.42 

.08 

.072 

A 

1.8 

.53 

.44 

.11 

.104 

k 

2.4 

.69 

.47 

.14 

.134 

j^ 

2.9 

.84 

.49 

.16 

.162 

7% 

3.4 

.99 

.51 

.19 

.188 

A 

3.9 

1.13 

.53 

.21 

.214 

A  7 

1MX1M 

j^ 

2.2 

.63 

.51 

.18 

.14 

k 

2.8 

.82 

.53 

.23 

.19 

A 

3.4 

.00 

55 

.27 

.23 

7% 

4.0 

.18 

.57 

.31 

.26 

A 

4.6 

.34 

.59 

.35 

.30 

k 

5.1 

.50 

.61 

.38 

.33 

A  6 

2    X2 

» 

2.5 

.72 

.57 

.27 

.19 

k 

3.2 

.94 

.59 

.35 

.25 

A 

4.0 

.16 

.61 

.42 

.30 

\/L 

4.7 

.36 

.64 

.48 

.35 

A 

5.3 

.56 

.66 

.54 

.40 

k 

6.0 

.75 

.68 

.59 

.45 

A  5 

2i/v/2V< 

A 

3.1 

.91 

.69 

.55 

.30 

k 

4.1 

.19 

.72 

.70 

.39 

A 

5.0 

.47 

.74 

.85 

.48 

£i 

5.9 

.74 

.76 

.98 

.57 

A 

6.8 

.00 

.78 

.11 

.65     ' 

H 

7.7 

.25 

.81 

.23 

.72 

A 

8.5 

.50 

.83 

.34 

.80 

A  4 

3    X3 

M 

4.9 

.44 

.84 

.24 

.58 

A 

6.1 

.78 

.87 

.51 

.71 

z^ 

7.2 

2.11 

.89 

.76 

.83 

7 

8.3 

2.44 

.91 

1.99 

.95 

H 

9.4 

2.75 

.93 

2.22 

1.07 

A 

10.4 

3.06 

.95 

2.43 

1.19 

6xC 

11.5 

3.36 

.98 

2.62 

1.30 

H 

12.5 

3.66 

1.00 

2.81 

1.40 

J 

J  N  E  S    & 

L  A  U  G  I 

i  L  I  N     S" 

PEEL    C 

0.           129 

% 

'^ 

X 

*tXX 

^* 

7T-X 

*£s 

/*' 

9 

± 

YV*' 

v' 

9 

10 

11 

1-J 

13 

1 

ll?l 

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«°«* 

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a 

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S~< 

£U.x 

^Hl 

¥ 

r 

n" 

I" 

R" 

r" 

.22 

.33 

.004 

.011 

.14 

A-ll 

.22 

.36 

.005 

.014 

.14 

.30 

.42 

.009 

.021 

.19 

A-10 

.30 

.45 

.013 

.028 

.19 

.29 

.48 

.016 

.034 

.19 

.38 

.51 

.018  ' 

.035 

.24 

A-9 

.38 

.54 

.025 

.047 

.24 

.37 

.57 

.033 

.057 

.24 

.36 

.60 

.040 

.066 

.24 

.47 

.60 

.031 

.053 

.30 

A-8 

.46 

.63 

.045 

.072 

.29 

.45 

.66 

.058 

.088 

.29 

.44 

.69 

.070 

.101 

.29 

.44 

.72 

.082 

.114 

.29 

.43 

.75 

.094 

.126 

.29 

.54 

.72 

.073 

.10 

.34 

A-7 

.53 

.75 

.Q94 

.13 

.34 

.52 

.78 

.118 

.15 

.34 

.51 

.81 

.133 

.16 

.34 

.51 

.84 

.152 

.18 

.34 

.50 

.87 

.171 

.20 

.34 

.62 

.80 

.11 

.14 

.39 

A-6 

.61 

.84 

.14 

.17 

.39 

.60 

.87 

.17 

.20 

.39 

.59 

.90 

.20 

.22 

.39 

.59 

.93 

.23 

.25 

.38 

.58 

..90 

.26 

.       .27 

.38 

.78 

.98 

.22 

.22 

.49 

A-5 

.77 

1.01 

.29 

.       .28 

.49 

.76 

1.05 

.35 

.33 

.49 

.75 

1  08 

.41 

.38 

.48 

.75 

1.11 

.46 

.42 

.48 

.74 

1.14 

.52 

.46 

.48 

.73 

1.17 

.58 

.49 

.48 

.93 

1.19 

.50 

.42 

.59 

A-4 

.92 

1.22 

.61 

.50 

.59 

.91 

1.26 

.72 

.57 

.58 

.91 

1.29 

.82 

.64 

.58 

.90 

1.32 

.92 

.70 

58 

.89 

1.35 

1.02 

.76 

.58 

. 

.88 

1.38 

1.12 

.81 

.58 

.88 

1.41 

1.22 

.86 

.58 

130 


JONES    &    LAUGHLIN     STEEL    CO. 


PROPERTIES    OF    STANDARD    ANGLES 
Equal  Legs 


1 

2 

3 

4 

5 

6 

7 

8 

J" 

!i 

11 

Thickness 
Inches. 

&    fl 

p 

AIM 
of  Section 

Si|ii;ire 
Inches 

Distance  of 
Center  of 
Gravity  from 
Back  of  Leg 
Inches 

Moment  of 
Inertia 
Axis  Y-V 

C  v.5" 

iij 

hxh 

t 

A 

n 

I 

R 

A3 

3HX3^ 

ff 

7.2 

2.09 

0.99 

2.45 

0.98 

O 

8.5 

2.49 

1.01 

2.87 

1.15 

JL 

9.8 

2.88 

.04 

3.26 

1.32 

n 

11.1 

3.25 

.06 

3.64 

1.49 

A 

12.4 

3.63 

.08 

3.99 

1.65 

% 

13.6 

3.99 

•  .10 

4.33 

1.81 

ft 

14.8 

4.34 

.12 

4.65 

1.96 

8^ 

16.0 

4.69 

.15 

4.96 

2.11 

R 

17.1 

5.03 

.17 

5.25 

2.25 

H 

18.3 

5.36 

.19 

5.53 

2.39 

A2 

4    X4 

ft 

8.2 

2.41 

.12 

3.71 

1.29 

n 

9.8 

2.86 

.14 

4.36 

1.52 

A. 

11.3 

3.31 

.16 

4.97 

1.75 

14 

12.8 

3.75 

.18 

5.56 

1.97 

JL 

14.3 

4.19 

.21 

6.12 

2.19 

N 

15.7 

4.62 

.23 

6.66 

2.40 

n 

17.1 

5.03 

.25 

7.17 

2.61 

% 

18.5 

5.44 

.27 

7.66 

2.81 

n 

19.9 

5.84 

.29 

8.14 

3.01 

H 

21.2 

6.24 

.31 

8.59 

3.20 

Al 

6    X6 

y% 

14.9 

4.36 

.64 

15.39 

3.53 

JL 

17.2 

5.06 

.66 

17.68 

4.07 

A 

19.6 
21.9 

5.75 
6.44 

fc 

19.91 
22.07 

4.61 
5.14 

!Ni 

24.2 

7.11 

.73 

24.16 

5.66 

ft 

26.5 

7.78 

.75 

26.19 

6.17 

Z,{ 

28.7 

8.44 

.78 

28.15 

6.66 

n 

31.0 

9.09 

.80 

30.06 

7.15 

/& 

33.1 

9.74 

.82 

31.92 

7.63 

i$ 

35.3 

10.38 

.84 

33.72 

8.11 

1 

37.4 

11.00 

.86 

35.46 

8.57 

AA1 

8    X8 

H 

26.4 

7.75 

2.19 

48.65 

8.37 

JL 

29.6 

8.69 

2.21 

54.09 

9.34 

% 

32.7 

9.61 

2.23 

59.43 

10.30 

ii. 

35.8 

10.53 

2.25 

64.64 

11.25 

8/i 

38.9 

11.44 

2.28 

69.74 

12.18 

ii 

42.0 

12.34 

2.30 

74.72 

13.11 

y» 

45.0 

13.24 

2.32 

79.58 

14.02 

if 

48.1 

14.13 

2.34 

84.34 

14.91 

1 

51.0 

15.00 

2.37 

88.98 

15.80 

1-Ar 

54.0 

15.88 

2.39 

93.58 

16.67 

1H 

56.9 

16.74 

2.41 

97.97 

17.53 

J< 

3  N  E  S    & 

LAUG  I 

1  L  I  N     SI 

^E  EL    C( 

)  .      *     131 

S\. 

^' 

r* 

r'O\v 

/*'    ' 

* 

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t._ 

v- 

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9 

10 

11 

12 

13 

1 

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<*- 

X 

SB* 

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lljW 

HI* 

JJlj 

*^i 

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1* 

r 

n" 

i" 

R" 

r" 

1.08 

1.40 

.99 

.71 

.69 

A3 

1.07 

1.43 

1.16 

.81 

.68 

1.07 

1.46 

1.33 

.91 

.68 

.06 

1.50 

1.50 

.00 

.68 

.05 

1.53 

1.66 

.09 

.68 

.04 

1.56 

1.82 

.17 

.68 

k 

.04 

1.59 

1.97 

.24 

.67 

, 

.03 

1.62 

2.13 

.31 

.67 

.02 

1.65 

2.28 

.38 

.67 

.02 

1.68 

2.43 

.45 

.67 

.24 

1.58 

1.50 

.95 

.79 

A2 

.23 

1.61 

1.77 

.10 

.79 

.23 

1.64 

2.02 

.23 

.78 

.22 

1.67 

2.28 

.36 

.78 

1  21 

1.71 

2.52 

.48 

.78 

1.20 

1.74 

2  76 

.59   . 

.77 

1.19 

1.77 

3.00 

.70 

.77   . 

1.19 

1.80 

3.23 

.80 

.77 

1.18 

1.83 

3.46 

1.89 

.77 

1.17 

1.86 

3.69 

1.99 

.77 

1.88 

2.32 

6.19 

2.67 

1.19 

Al 

1.87 

2.34 

7.13 

3.04 

1.19 

1.86 

2.38 

8.04 

3.37 

1.18 

1.85 

2.41 

8.94 

3.70 

1.18 

1.84 

2.45 

9.81 

4.01 

1.17 

1.83 

2.48 

10.67 

4.31 

1.17 

1.83 

2.51 

11.52 

4.59 

1.17 

1.82 

2.54 

12.35 

4.86 

1.17 

1.81 

2.57 

13.17 

5.12 

1.16 

1.80 

2.60 

13.98 

5.37 

1.16 

1.80 

2.64 

14.78 

5.61 

1.16 

2.51 

3.09 

19.56 

6.33 

1.59 

AA1 

2.50 

3.12 

21.79 

6.98 

1.58 

2.49 

3.16 

23.97 

7.60 

1.58 

2.48 

3.19 

26.13 

8.20 

1.58 

2.47 

3.22 

28.24 

8.77 

1.57 

2.46 

3.25 

30.33 

9.33 

1.57 

2.45 

3.28 

32.38 

9.86 

1.56 

2.44 

3.32 

34.40 

10.38 

1.56 

2.44 

3.35 

36.40 

10.88 

1.56 

2.43 

3.38 

38.38 

11.36 

1.56 

2.42 

3.41 

40.33 

11.83 

1.55 

132 

JONES 

&    L> 

LUGH 

LIN. 

STEEL 

CO. 

PROPEI 

*TIES 

OF    S 

JPECI 

A.L    AN 

GLES 

Equal 

Legs 

1 

2 

3 

4 

5 

6 

7 

8 

d 

§ 
1 

Dimensions 
Inches 

Thickness 
Indies 

Weight  per  Foot 
Pounds 

Area  of  Section 
Square  Inches 

Distance  of  Center 
of  Gravity  from 
Back  of  Leg 
Inches 

Moment  of  Inertia 
Axis  Y-Y 

£>< 

'r 

C/3 

hxh 

t 

A 

n 

I 

R 

A  24 

2XX2X 

, 

2.8 

.81 

.63 

.39 

.24 

M 

3.7 

1.07 

.65 

.50 

.32 

JL. 

4.5 

.31 

.68 

.61 

.39 

\k 

5.3 

.55 

.70 

.70 

.45 

JL 

6.1 

.78 

.72 

.79 

.52 

H 

6.8 

.00 

.74 

.87 

.58 

A  23 

2%X2% 

JL 

3.4 

.00 

.76 

.73 

.37 

Lj 

4.5 

.32 

.78 

.95 

.48 

A 

5.6 

.63 

.80 

1.15 

.59 

\A 

6.6 

.93 

.82 

1.33 

.69 

•&• 

7.6 

2.22 

.85 

1.51 

.79 

H 

8.5 

2.50 

.87 

1.67 

.89 

A  21 

5    X5 

yg 

12.3 

3.61 

1.39 

8.74 

2.42 

JL 

14.3 

4.19 

1.41 

10.02 

2.79 

$4 

16.2 

4.75 

1.43 

11.25 

3.16 

JL 

18.1 

5.31 

1.46 

12.44 

3.51 

£6 

20.0 

5.86 

1.48 

13.58 

3.86 

ii 

21.8 

6.41 

1.50 

14.68 

4.20 

M 

23.6 

6.94 

.  1.52 

15.75 

4.53 

ii 

25.4 

7.46 

1.55 

16.77 

4.85 

/» 

27.2 

7.99 

1.57 

17.75 

5.17 

ii 

28.9 

8.50 

1.59 

18.71 

5.49 

1 

30.6 

9.00 

1.61 

19.64 

5.80 

JO 

N  E  S    &    1 

L  AUG  H  I 

,  I  N     ST  E 

EL    CO. 

133     . 

& 

X 

V>Cv> 

^1           * 

/y  \ 

s 

\ 

9 

10 

11 

12 

13 

1 

adius  of  Gyration 
Axis  Y-Y 
Inches 

•istance  of  Center 
of  Gravity  from 
External  Apex 
Inches 

Least  Moment 
of  Inertia 
Axis  X-X 

Section  Factor 
Axis  X-X 

Least  Radius 
of  Gyration 
Axis  X-X 

d 

J 

1 
DQ 

M 

n 

r 

n" 

I" 

R" 

r" 

.70 

.89 

.16 

.18 

.44 

A  24 

.69 

.92 

.21 

.22 

.44 

.68 

.96 

.25 

.26 

.44 

.67 

.99 

.29 

.30 

.43 

.67 

1.02 

.33 

*     .33 

.43 

.66 

1.05 

.37 

.37 

.43 

.86 

1.07 

.30 

.28 

.54 

A  23 

.85 

1.10 

.38 

.35 

.54 

.84 

1.13 

.47 

.41 

.54 

.83 

1.17 

.55 

.47 

.53 

.83 

1.20 

.63 

.52 

.53 

.82 

1.23 

.70 

.57 

.53 

1.56 

1.96 

3.53 

1.79 

.99 

A  21 

1.55 

2.00 

4.05 

2.03 

.98 

1.54 

2.03 

4.56 

2.25 

.98 

1.53 

2.06 

5.06 

2.46 

.98 

1.52 

2.09 

5.55 

2.66 

.97 

1.51 

2.12 

6.03 

2.84 

.97 

1.51 

2.15 

6.50 

3.01 

.97 

1.50 

2.18 

6.96 

3.16 

.96 

1.49 

2.21 

7.41 

3.30 

.96 

1.48 

2.24 

7.85 

3.42 

.96 

1.48 

2.27 

8.28 

,    3.55 

.95 

134 


JONES    &     LAUGHLIN     STEEL    CO 


PROPERTIES    OF    STANDARD    ANGLES 
Unequal  Legs 


1 

2 

3 

4 

5 

6 

7 

8 

Jo 

1* 

t/3 

!i 

s5 

5 

Thickness 
Inches 

58-S 

?:! 
^S.£ 

Area 
of  Section 
Square 
Inches 

IP 

Moment  of 
Inertia 
Axis  Y-Y 

n  *> 

•B§> 

**J 

dxb 

t 

A 

n 

I 

R 

A  20 

2^X2 

•fg 

2.8 

.81 

.51 

.29 

.20 

T£ 

3.7 

1.07 

.54 

.37 

.25 

•fg 

4.5 

1.31 

.56 

.45 

.31 

% 

5.3 

1.55 

.58 

.51 

.36 

"ft 

6.1 

1.78 

.60 

.58 

.41 

H 

6.8 

2.00 

.63 

.64 

.46 

A 

T.ii 

2.22 

.65 

.69 

.51 

A  19 

3    X2H 

\i 

4.5 

1.32 

.68 

.74 

.40 

•fg 

5.6 

1.63 

.68 

.90 

.49 

12 

6.6 

1.93 

.71 

.04 

.58 

iV 

.  7.6 

2.22 

.73 

.18 

.66 

M 

8.5 

2.50 

.75 

.30 

.74 

A 

9.5 

2.78 

.77 

.42 

.82 

5i 

10.4 

3.05 

.79 

.53 

.90 

A  18 

3HX2H 

M 

4.9 

1.44 

.61 

.78 

.41 

A. 

6.1 

1.78 

.64 

.94 

.50 

•2 

7.2 

2.11 

.66 

.09 

.59 

y^ 

8.3 

2.44 

.68 

.23 

.68 

V£ 

9.4 

2.75 

.70 

.36 

.76 

A 

10.4 

3.06 

.73 

.49 

.84 

% 

11.5 

3.36 

.75 

.61 

.92 

12.5 

3.66 

.77 

.72 

.99 

H 

13.4 

3.94 

.79 

.83 

1.07 

A  17 

3HX3 

ft 

6.6 

1.94 

.81 

.58 

.72 

12 

7.9 

2.30 

.83 

.85 

.85 

W 

9.1 

2.66 

.85 

2.09 

.98 

i^ 

10.2 

3.00 

.88 

2.33 

1.10 

A 

11.4 

3.34 

.90 

2.55 

1.21 

^ 

12.5 

3.68 

.92 

2.76 

1.33 

H 

13.6 

4.00 

.94 

2.96 

1.44 

% 

14.7 

4.32 

.96 

3.15 

1.54 

w 

15.8 

4.63 

.98 

3.33 

1.65 

H 

16.8 

4.93 

1.00 

3.50 

1.75 

A  16 

4    X3 

ft 

7.2 

2.09 

.76 

1.65 

.73 

8 

8.5 

2.49 

.78 

1.92 

.87 

9.8 

2.88 

.80 

2.18 

.99 

•  M 

11.1 

3.25 

.83 

2.42 

1.12 

ft 

12.4 

3.63 

.85 

2.66 

.23 

% 

13.6 

3.99 

.87 

2.87 

.35 

j-j. 

14.8 

4.34 

.89 

3.08 

.46 

M 

16.0 

4.69 

.92 

3.28 

.57 

1 

17.1 
18.3 

5.03 
5.36 

.94 
.96 

3.47 
3.66 

.68 
.79 

JONES    &    LAUGHLIN     STEEL    CO.           135 

-jir:* 

9 

10 

11 

12 

13 

14 

15 

1 

|I||  ' 

jffjjl 

Moment  of 
Inertia 
Axis  Z-Z 

Section 
Factor 
Axis  Z-Z 

Radius  of 
Gyration 
Axis  Z-Z 

Tangent 
of  Angle 

jji 

|o 

r 

cu£n/£ 

I' 

R' 

r' 

a 

r" 

.60 

.76 

.51 

.29 

.79 

.632 

.43 

A20 

.59 

.79 

.65 

.38 

.78 

.626 

.42 

.58 

.81 

.79 

.47 

.78 

.620 

.42 

.58 

.83 

.91 

.55 

.77 

.614 

.42 

.57 

.85 

1.03 

.62 

.76 

.607 

.42 

.56 

.88 

1.14 

.70 

.75 

.600 

.42 

.56 

.90 

1.24 

.77 

.75 

.592 

.42 

.75 

.91 

1.17 

.56 

.95 

.684 

.53 

A19 

.74 

.93 

1.42 

.69 

.94 

.680 

.53 

.74 

.96 

1.66 

.81 

.93 

.676 

.52 

.73 

.98 

1.88 

.93 

.92 

.672 

.52 

.72 

1.00 

2.08 

1.04 

.91 

.666 

.52 

.72 

1.02 

2.28 

1.15 

.91 

.661 

.52 

.71 

1.04 

2.46 

1.26 

.90 

.655 

.52 

.74 

1.11 

1.80 

.75 

1.12 

.506 

.54 

A18 

.73 

1.14 

2.19 

.93 

1.11 

.501 

.54 

.72 

1.16 

2.56 

1.09 

1.10 

.496 

.54 

.71 

1.18 

2.91 

1.26 

1.09 

.491 

.54 

.70 

1.20 

3.24 

1.41 

1.09 

.486 

53 

.70 

1.23 

3.55 

1.56 

1.08 

.480 

.53' 

.69 

1.25 

3.85 

1.71 

1.07 

.472 

.53 

.69 

1.27 

4.13 

1.85 

1.06 

.468 

.53 

.68 

1.29 

4.40 

1.99 

1.06 

.461 

.54 

.90 

1.06 

2.33   ' 

.95 

1.10 

.724 

.63 

A17 

.90 

1.08 

2.72 

1.13 

1.09 

.721 

.62 

.89 

1.10 

3.10 

1.29 

1.08 

.718 

.62 

.88 

1.13 

3.45 

1.45 

1.07 

.714 

.62 

.87 

1.15 

3.79 

1.61 

1.07 

.711 

.62 

.87 

1.17 

4.11 

1.76 

1.06 

.707 

.62 

.86 

1.19 

4.41 

1.91 

1.05 

.703 

.62 

.85 

1.21 

4.70 

2.05 

1.04 

.698 

.62 

.85 

1.23 

•4.98 

2.20 

1.04 

.694 

.62 

.84 

1,25 

5.24 

2.33 

1.03 

.689 

.62 

.89 

1.26 

3.38 

1.23 

1.27 

.554 

.65 

A16 

.88 

1.28 

3.96 

1.46 

1.26 

.551 

.64 

.87 

1.30 

4.52 

1.68 

1.25 

.547 

.64 

.86 

1.33 

5.05 

1.89 

1.25 

.543 

.64 

.86 

1.35 

5.55 

2.00 

1.24 

.538 

.64 

.85 

1.37 

6.03 

2.30 

1.23 

.534 

.64 

.84 

1.39 

6.49 

2.49 

1.22 

.529 

.64 

.84 

1.42 

6.93 

2.68 

1.22 

.524 

.64 

.83 

1.44 

7,35 

2.87 

1.21 

.518 

.64 

.83 

1.46 

7.75 

3.05 

1.20 

.512 

.64 

136 


JONES    &    LAUGHLIN    STEEL    CO. 


PROPERTIES    OF    STANDARD 
Unequal  Legs 


ANGLES 


1 

2 

3 

4 

5 

6 

7 

'     8 

if 

j| 

Thickness 
Inches 

jj| 

Area 
of  Section 
Square 
Inches 

lip 

*    * 

if- 

113 

" 

Q     O     J 

dxb 

t 

A 

n 

I 

R 

A  15 

5X3 

JL 

8.2 

2.41 

.68 

1.75 

.75 

JQ 

9.8 

2.86 

.70 

2.04 

.89 

JL 

11.3 

3.31 

.73 

2.32 

.02 

7& 

12.8 

3.75 

.75 

2.58 

.15 

JL 

14.3 

4.19 

.77 

2.83 

.27 

% 

15.7 

4.61 

.80 

3.06 

.39 

U 

17.1 

5.03 

.82 

3.29 

.51 

?4 

18.5 

5.44 

'.84 

3.51 

1.62 

Q 

19.9 

5.84 

.86 

3.71 

1.74 

yt 

21.2 

6.24 

.88 

3.91 

1.85 

A  14 

5X3H 

JL 

8.7 

2.56 

.84 

2.72 

1.02 

H 

10.4 

3.05 

.86 

3.18 

1.21 

JL 

12.0 

3.53 

.88 

3.63 

1.39 

H 

13.6 

4.00 

.91 

4.05 

1.56 

JL 

15.2 

4.47 

.93 

4.45 

1.73 

79: 

16.8 

4.93 

.95 

4.83 

1.90 

ft 

18.3 

5.38 

.97 

5.20 

2.06 

% 

19.8 

5.82 

1.00 

5.55 

2.22 

n 

21.3 

6.25 

1.02 

5.89 

2.37 

, 

A 

22.7 

6.68 

1.04 

6.21 

2.52 

n 

24.2 

7.09 

1.06 

6.52 

2.67 

A  13 

6X3H 

% 

11.7 

3.43 

.79 

3.34 

1.23 

JL 

13.5 

3.97 

.81 

3.81 

1.41 

H 

15.3 

4.50 

.83 

4.25 

1.59 

JL 

17.1 

5.03 

.86 

4.67 

1.77 

H 

18.9 

5.55 

.88 

5.08 

1.94 

ii 

20.6 

6.06 

.90 

5.47 

2.11 

M 

22.4 

6.57 

93 

5.84 

2.27 

ii 

24.0 

7.06 

.95 

G.20 

2.43 

>1 

25.7 

7.55 

.97 

6.55 

2.59 

ii 

27.3 

S.03 

.99 

6.88 

2.74 

1 

28.9 

8.50 

1.01 

7.21 

2.90 

A  12 

6X4 

H 

12.3 

3.61 

.94 

4.90 

*1.60 

JL 

14.3 

4.19 

.96 

5.60 

1.85 

H 

16.2 

4.75 

.99 

6.27 

2.08 

JL 

18.1 

5.31 

.01 

6.91 

2.31 

INi 

20.0 

5.86 

.03 

7.52 

2.54 

Ii 

21.8 

6.41 

.06 

8.11 

2.76 

% 

23.6 

6.94 

.08 

8.68 

2.97 

13 

25.4 

7.47 

.10 

9.23 

3.18 

ys 

27.2 

7.99 

.12 

9.75 

3.39 

18 

28.9 

8.50 

.14 

10.26 

3.59 

1 

30.6 

9.00 

1.17 

10.75 

3.79 

JONES    &     LAUGHLIN     STEEL    CO.            137 

*i 

Jw 

t 

*l  z 

9 

10 

11 

12 

13 

14 

15 

1 

||*l 

Distance  of 
Center  of 
Gravity  from 
Back  of 
Shorter  Leg 
Inches 

Moment  of 
I  nertia 
Axis  Z-Z 

Section 
Factor 
Axis  Z-Z 

Radius  of 
Gyration 
Axis  Z-Z 

Tangent 
of  Angle 

Least 
Radius  of 
Gyration 
Axis  X-X 

•I  6 

r 

n' 

I' 

R' 

r' 

a 

r" 

.85 

1.68 

6.26 

1.89 

1.61 

.368 

.66 

A15 

.84 

1.70 

7.37 

2.24 

1.61 

.364 

.65 

.84 

1.73 

8.43 

2.58 

1.60- 

.361 

.65 

.83 

1.75 

9.45 

2.91 

1.59 

.357 

.65 

.82 

1.77 

10.43 

3.23 

1.58 

.353 

.65 

.82 

1.80 

11.37 

3.55 

1.57 

.349 

.64 

.81 

1.82 

12.28 

3.86 

1.56 

.345 

.64 

.80 

1.84 

13.15 

4.16 

1.55 

.340 

.64 

.80 

1.86 

13.98 

4.46 

1.55 

.336 

.64 

.79 

1.88 

14.78 

4.75 

1.54 

.331 

.64 

1.03 

1.59 

6.60 

1.94 

1.61 

.489 

.77 

A14 

1.02 

1.61 

7.78 

2.29 

1.60 

.485 

.76 

1.01 

1.63 

8.90 

2.64 

1.59 

.482 

.76 

1.01 

1.66 

9.99 

2.99 

1.58 

.479 

.75 

1.00 

1.68 

11.03 

3.32 

1.57 

.478 

.75 

.99 

1.70 

12.03 

3.65 

1.56 

.472 

.75 

.98 

1.72 

12.99 

3.97 

1.56 

.468 

.75 

.98 

1.75 

13.92 

4.28 

1.55 

.464 

.75 

.97 

1.77 

14.81 

4.58 

1.54 

.460 

.75 

.96 

1.79 

15.67 

4.88 

1.53 

.455 

.75 

.96 

1.81 

16.49 

5.17 

1.53 

.451 

.75 

.99 

2.04 

12.86 

3.24 

1.94 

.350 

.77 

A13 

.98 

2.06 

14.76 

3.75 

1.93 

.347 

.76 

.97 

2.08 

16.59 

4.24 

1.92 

.344 

.76 

.96 

2.11 

18.37 

4.72 

1.91 

.341 

.75 

.96 

2.13 

20.08 

5.19 

1.90 

.338 

.75 

.95 

2.15 

21.74 

5.65 

1.89 

.334 

.75 

.94 

2.18 

23.34 

6.10 

1.89 

.331 

.75 

.94 

2.20 

24.89 

6.55 

1.88 

.327 

.75 

.93 

/2.22 

26.39 

6.98 

1.87 

.323 

.75 

.93 

2.24 

27.84 

7.41 

1.86 

.320 

.75 

.92 

2.26 

29.15 

7.80 

1.85 

.317 

.75 

1.17 

1.94 

13.47 

3.32 

1.93 

.446 

.88 

A12 

1.16 

1.96 

15.46 

3.83 

1.92 

.443 

.87 

1.15 

1.99 

17.40 

4.33 

1.91 

.440 

.87 

1.14 

2.01 

19.26 

4.83 

1.90 

.438 

.87 

1.13 

2.03 

21.07 

5.31 

1.90 

.434 

.86 

1.13 

2.06 

22.82 

5.78 

1.89 

.431 

.86 

1.12 

2.08 

24.51 

6.25 

1.88 

.428 

.86 

1.11 

2.10 

26.  15 

6.70 

1.87 

.425 

.86 

1.11 

2.12 

27.73 

7.15 

1.86 

.421 

.86 

1.10 

2.14 

29.26 

7.59 

1.86 

.418 

.86 

1.09 

2.17 

30.75 

8.02 

1.85 

.414 

.86 

' 

138 


JONES    &    LAUGHLIN     STEEL    CO. 


PROPERTIES    OF    SPECIAL    ANGLES 
Unequal  Legs 


1 

2 

3 

4 

5 

6 

7 

8 

¥ 

Dimensions 
Inches 

Thickness 
Inches 

i 

Area 
of  Section 

Square 
Inches 

111 

Moment  of 
Inertia 
Axis  Y-Y 

dxb 

t 

A 

n 

I 

R 

A  31 

2*AX\1A 

JL 

2.5 

.72 

.35 

.13 

.11 

** 

\i 

3.2 

'  .94 

.38 

.16 

.14 

JL 

4.0 

1.16 

.40 

.19 

.17 

y* 

4.7 

1.36 

.42 

.22 

.20 

A 

5.3 

1.56 

.44 

.24 

.23 

A29 

3    X2 

ft 

3.1 
4.1 

.91 
1.19 

.47 
.49 

.31 
.39 

.20 
.26 

JL 

5.0 

1.47 

.51 

.47 

.32 

% 

5.9 

1.74 

.54 

54 

.37 

JL 

6.8 

2.00 

.56 

.61 

.42 

H 

7.7 

2.25 

.58 

.67 

.47 

A  28 

3HX2 

A 

4.3 
5.3 

1.25 
1.54 

.48 
.50 

.40 
.48 

.26 
.32 

y* 

6.3 

1.83 

.52 

.55 

.37 

JL 

7.2 

2.11 

.54 

.62 

.43 

1^ 

8.1 

2.38 

.57 

.69 

.48 

A 

9.0 

2.64 

.59 

.75 

.53 

A  26 

4    X3H 

A 

7.7 

2.25 

.93 

2.59 

1.01 

% 

9.1 

2.67 

.96 

2.99 

1.18 

JL 

10.6 

3.09 

.98 

3.40 

1.35 

L£ 

11.9 

3.  .50 

1.00 

3.79 

1.52 

A 

13.3 

3.90 

1.02 

4.17 

1.68 

% 

14.7 

4.30 

1.04 

4.52 

1.84 

11 

16.0 

4.68 

1.07 

4.86 

2.00 

8^ 

17.3 

5.06 

1.09 

5.18 

2.15 

H 

18.5 

5.43 

1.11 

5.49 

2.30 

A  62 

4^X3 

ft 

7.7 
9.1 

2.25 

2.67 

•       .72 
.74 

1.73 

1.98 

.76 
.88 

JL 

10.6 

3.09 

.76       ' 

2.25 

.01 

LjJ 

11.9 

3.50 

.79 

2.51 

.13 

A 

13.3 

3.90 

.81 

2.75 

.25 

5^ 

14.7 

4.30 

.83 

2.98 

.37 

11 

16.0 

4.68 

.85 

3.19 

.49 

% 

17.3 

5.06 

.88 

3.40 

.60 

8 

18.5 

5.43 

.90 

3.60 

1.71 

A  25 

5    X4 

S 

11.0 

12.8 

3.24 
3.74 

1.03 
1.05 

4.66 
5.32 

1.57 
1.81 

* 

i^ 

14.5 

4.2.5 

1.07 

5.96 

2.04 

A 

16.2 

4.75 

1.10 

6.56 

2.26 

% 

17.8 

5.24 

1.12 

7.14 

2.48 

it 

19.5 

5.72 

1.14 

7.70 

2.69 

% 

21.1 

6.19 

1.16 

8.23 

2.90 

13 

22.7 

6.65 

1.18 

8.74 

3.11 

ii 

24.2 

7.11 

1.21 

9.23 

3.31 

JONES 

5    &    L 

A.UGH 

LI  N 

STEE 

L    CC 

).           139 

Y 

^ 

» 

-Y 

k—  -1 

U-))<-> 

•  "  dr  *t~ 

"^f 

I 

> 

9 

10 

11 

12 

13 

14 

15 

1 

Hi 

IP 

ill 

Moment  of 
Inertia 
Axis  Z-Z 

Section 
Factor 

Axis  /-Z 

Radius  of 

(  '.\  ration 
Axis  Z-Z 

Tangent 
of  Angle 

Least  Radius 
of  Gyration 
Axis  X-X 
Inches 

j| 

r 

n' 

I' 

R' 

r' 

a 

r" 

.42 

.85 

.46 

.28 

.80 

.364 

.33 

A31 

.41 

.88 

.55 

.36 

.79 

.357 

.32 

.41 

.90 

.71 

.44 

.79 

.349 

.32 

.40 

.92 

.82 

.52 

.79 

.340 

.32 

.40 

.94 

.92 

.59 

.77 

.331 

.32 

.58 

.97 

.84 

.41 

.97 

.446 

.44 

A29 

.57 

.99 

1.09 

.54 

.96 

.440 

.43 

.56 

.02 

1.32 

.66 

.95 

.434 

.43 

.55 

.04 

1.53 

.78 

.94 

.428 

.43 

.55 

.06 

1.73 

.89 

.93 

.421 

.43 

.55 

.08 

1.92 

1.00 

.92 

.414 

.43 

.57 

.09 

1.36 

.63 

.04 

.380 

.45 

A28 

.56 

.12 

1.65 

.77 

.03 

.375 

.45 

.55 

.15 

1.92 

.91 

.02 

.369 

.44 

.54 

.17 

2.18 

.05 

.02 

.363 

.44 

.54 

.19 

2.42 

.17 

.01 

.357 

.44 

.53 

.21 

2.64 

.30 

.00 

.351 

.44 

1.07 

.18 

3.56 

.26 

.26 

.757 

.73 

A26 

.06 

.21 

4.18 

.50 

.25 

.755 

.73 

.05 

.23 

4.76 

.72 

1.24 

.753 

.72 

.04 

.25 

5.32 

.93 

1.23 

.750 

.72 

.03 

.27 

5.86 

2.15 

1.23 

.747 

.72 

.03 

.29 

6.37 

2.35 

1.22 

.742 

.72 

.02 

.32 

6.86 

2.56 

1.21 

.738 

.72 

.01 

.34 

7.32 

2.75 

.20 

.734 

.72 

.01 

.36 

7.77 

2.92 

.19 

.730 

.72 

.88 

.47 

4.69 

1.54 

.44 

.444 

.66 

A62 

.86 

.49 

5.50 

1.83 

.44 

.440 

.66 

.85 

.51 

6.29 

2.10 

.43 

.437 

.65 

.85 

.54 

7.04 

2.37 

.42 

.431 

.65 

.85 

.56 

7.75 

2.64 

1.41 

.428 

.64 

.83 

.58 

8.44 

2.89 

1.40 

.424 

.64 

.83 

.60 

9.10 

3.14 

1.39 

.419 

.64 

.82 

.63 

9.73 

3.38 

1.39 

.414 

.64 

.81 

.65 

10.33 

3.62 

L38 

.410 

.64 

1.20 

.53 

8.14 

2.34 

1.59 

.631 

.85 

A25 

1.19 

.55 

9.32 

2.70 

1.58 

.629 

.85 

1.18 

.57 

10.46 

3.05 

1.57 

.626 

.85 

1.18 

.60 

11.55 

3.39 

1.56 

.623 

.85 

1.17 

.62 

12.61 

3.73 

1.55 

.620 

.84 

1.16 

.64 

13.62 

4.05 

1.54 

.617 

.84 

1.15 

.66 

14.60 

4.37 

1.54 

.614 

.84 

1.15 

.68 

15.54 

4.69 

1.53 

.611 

.84 

1.14 

.71 

16.42 

4.99 

1.52 

.608 

.84 

140           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for   Box    Girders    Composed   of 

Two  10"  Beams  and  Two  12"  x  y2"  Plates 

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2-10"  Beams                                                   2-12"  x  %" 
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40.0 

1114 

1.92 

2.89 

120 

61 

13 

36.9 

1206 

1.77 

2.67 

130 

66 

14 

34.3 

1299 

1.64 

2.48 

140 

71 

15 

32.0 

1392 

1.54 

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150 

77 

16 

30.0 

1485 

1.44 

.16 

160 

82 

17 

28.2 

1578 

1.35 

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170 

87 

18 

26.7 

1670 

1.28 

.93 

180 

92 

19 

25.3 

1763 

1.20 

.82 

190 

97 

20 

24.0 

1856 

1.14 

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200 

102 

21 

22.8 

1949 

1.09 

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210 

107 

22 

21.7 

2042 

1.04 

.57 

220 

112 

23 

20.9 

2134 

1.00 

.51 

230 

117 

24 

20.0 

2227 

0.96 

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240 

122 

25 

19.2 

2320 

0.92 

1.39 

250 

128 

26 

18.5 

2413 

0.89 

1.33 

260 

133 

27 

17.8 

2506 

0.84 

1.28 

270 

138 

28 

17.1 

2598 

0.82 

1.24 

280      |    143 

29 

16.5 

2691 

0.79 

1.19 

290          148 

30 

16.0 

2784 

0.76 

1.16 

300      !    153 

31 

15.5 

2877 

0.74 

1.12 

310      !    158 

32 

15.0 

2970 

0.71 

1.08 

320 

163 

33 

14.5 

3062 

0.70 

1.04 

330 

168 

34 

14.1 

3155 

0.68 

1.02 

340          173 

35 

13.7 

3248 

0.65 

1.00 

350      !    179 

36 

13.3 

3341 

0.64 

0.96 

360      i    184 

37 

13.0 

3434 

0.62 

0.93 

370          189 

38 

12.6 

3526 

0.60 

0.86 

380          194 

Above  values  are  based  on  maximum  fiber  strain  of  16,000  pounds  per 

square  inch,  }|-inch  rivet  holes  deducted.     Weights  correspond  to  lengths, 

center  to  center  of  bearings. 

JONES    &    LAUGHLIN     STEEL    CO.           141 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Box  Girders  Composed  of  Two 

12"  Steel  Beams  and  Two  14"  x  yz"  Steel  Plates 

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65.2 

1555 

2.62 

4.47 

71 

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54.2 

1464 

1.68 

60.2 

1685 

2.42 

4.12 

77 

14 

50.3 

1576 

1.57 

55.9 

1814 

2.24 

3.83 

83 

15 

46.9 

1689 

1.46 

52.1 

1944 

2.08 

3.57 

89 

16 

44.0 

1802 

1.38 

48.9 

2074 

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3.35 

95 

17 

41.4 

1914 

1.30 

46.0 

2203 

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3.15 

101 

18 

39.1 

2027 

1.22 

43.5 

2333 

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2.98 

107 

19 

37.1 

2139 

1.14    ; 

41.2 

2462 

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2.82 

113 

20 

35.2 

2252 

1.10 

39.1 

2592 

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2.68 

119 

21 

33.5 

2365 

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2722 

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125 

22 

32.0 

2477 

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35.5 

2851 

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2.44 

131 

23 

30.6 

2590 

0.96 

34.0 

2981 

.38 

2.33 

137 

24 

29.3 

2702 

0.92 

32.6 

3110 

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2.24 

143 

25 

28.2 

2815 

0.87 

31.3 

3240 

1.26 

2.15 

149 

26 

27.1 

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0.82    i  30.1 

3370 

1.22 

2.06 

155 

27 

26.1 

3040 

0.78  i 

29.0 

3499 

1.16 

1.98 

161 

28 

25.1 

3153 

0.76 

27.9 

3629 

1.12 

1.91 

167 

29 

24.3 

3265 

0.74 

27.0 

3758 

1.08 

1.84 

173 

30 

23.5 

3378 

0.72 

26.1 

3888 

1.02 

1.78 

179 

31 

22.7 

3491 

0.70 

25.2 

4018 

1.00 

1.73 

184 

32 

22.0 

3603 

0.68 

24.4 

4147 

0.98 

1.68 

190 

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21.3 

3716 

0.66 

23.7 

4277 

0.96 

1.63 

196 

34 

20.7 

3828 

0.64 

23.0 

4406 

0.92 

1.58 

202 

35 

20.1 

3941 

0.62 

22.3 

4536 

0.90 

1.53 

208 

36 

19.5 

4054 

0.60 

21.7 

4666 

0.88 

1.49 

214 

37 

19.0 

4166 

0.58 

21.1 

4795 

0.86 

1.45 

220 

38 

18.5 

4279 

0.57 

20.6 

4925 

0.84 

1.41 

226 

Above  values  are  based  on  maximum  fiber  strain  of  16,000  pounds  per 

square  inch,  Ji-inch  rivet  holes  deducted.     Weights  correspond  to  length, 

.  center  to  center  of  bearings. 

142           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Box  Girders  Composed  of  Two 

15"  Steel  Beams  and  Two  14"  x  ft"  Steel  Plates 

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1891 

0.55 

102.4 

2359 

2.80 

4.77 

78 

14 

80.8 

2037 

0.51 

95.1 

2541 

2.60 

4.43 

84 

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75.5 

2182 

0.48 

88.8 

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2.43 

4.13 

90 

16 

70.7 

2328 

0.45 

83.2 

2904 

2.27 

3.87 

96 

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66.6 

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0.42 

78.3 

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2.14 

3.65 

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62.9 

2619 

0.40 

74.0 

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2.02 

3.44 

108 

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59.6 

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70.1 

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3.26 

114 

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56.6 

2910 

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66.6 

3630 

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3.10 

120 

21 

53.9 

3055 

0.34 

63.4 

3811 

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2.95 

126 

22 

51.4 

3201 

0.33 

60.5 

3993 

.65 

2.82 

132 

23 

49.2 

3346 

0.31 

57.9 

4174 

.58 

2.70 

138 

24 

47.1 

3492 

0.30 

55.5 

4356 

.51 

2.58 

144 

25 

45.3 

3637 

0.29 

52.2 

4537 

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2.48 

150 

26 

43.5 

3783 

0.28 

51.2 

4719 

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156 

27 

41.9 

3928 

0.27 

49.3    4900 

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162 

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40.4 

4074 

0.26 

47.5 

5082 

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168 

29 

39.0 

4219 

0.25 

46.1 

5263 

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174 

30 

37.7 

4365 

0.24 

44.4 

5445 

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180 

31 

36.5 

4510 

0.23 

42.9    5626 

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2.00 

186 

32 

35.4 

4656 

0.22 

41.6    5808 

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1.94 

192 

33 

34.3 

4801 

0.22 

40.3    5989 

.10 

1.88 

198 

34 

33.3 

4947 

0.21 

39.1 

6171 

.07 

1.82 

204 

35 

32.3 

5092 

0.20 

38.0 

6352 

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1.77 

210 

36 

31.4 

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37.0    6534 

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1.72 

216 

37 

30.6 

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0.19 

36.0    6715 

0.98 

1.67 

222 

38 

29.8 

5529 

0.19 

35.0    6897 

0.95 

1.63 

228 

Above  values  are  based  on  maximum  fiber  strain  of  16,000  pounds  per 

square  inch,  ^g-inth  rivet  holes  deducted.     Weights  correspond  to  lengths, 
center  to  center  of  bearings. 

'    JONES    &    LAUGHLIN     STEEL    CO.           143 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Box  Girders  Composed  of  Two 

18"  Steel  Beams  and  Two  16"  x  %"  Steel  Plates 

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162.6 

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150.1 

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6.17 

139.7 

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3.62 

6.17 

88 

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139.4 

3164 

5.73 

129.7 

2744 

3.36 

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5.35 

121.1 

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3.14 

5.35 

102 

16 

121.9 

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5.01 

113.5 

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2.94 

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109 

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114.8 

3842 

4.72 

106.8 

3332 

2.77 

4.72 

116 

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108.4 

4068 

4.45 

100.9 

3528 

2.61 

4.45 

122 

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102.7 

4294 

4.22 

95.6 

3724 

2.47 

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129 

20 

97.5 

4520 

4.01 

90.8 

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2.35 

4.01 

136 

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92.9 

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3.82 

86.5 

4116 

2.24 

3.82 

143 

22 

88.7 

4972 

3.64 

81.7 

4312 

2.14 

3.64 

150 

23 

84.8 

5198 

3.49 

78.9 

4508 

2.04 

3.49 

156 

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81.3 

5424 

3.34 

75.7 

4704 

1.96 

3.34 

163 

25 

78.0 

5650 

3.21 

72.6 

4900 

1.88 

3.21 

170 

26 

75.0 

5876 

3.08 

69.8 

5096 

1.81 

3.08 

177 

27 

72.2 

6102 

2.97 

67.2 

5292 

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2.97 

184 

28 

69.7 

6328 

2.86 

64.8 

5488 

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2.86 

190 

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67.3 

6554 

2.76 

62.6 

5684 

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2.76 

197 

30 

65.0 

6780 

2.67 

60.5 

5880 

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2.67 

204 

31 

62.9 

7006 

2.58 

58.6 

6076 

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2.58 

211 

32 

61.0 

7232 

2.50 

56.7 

6272 

.47 

2.50 

218 

33 

59.1 

7458 

2.43 

54.5 

6468 

.42 

2.43 

224 

34 

57.4 

7684 

2.36 

53.4 

6664 

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2.36 

231 

35 

55.7 

7910 

2.29 

51.9 

6860 

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2.29 

238 

36 

54.2 

8136 

2.23 

50.4 

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2.23 

245 

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52.7 

8362 

2.17 

49.1 

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2.17 

252 

38 

51.3 

8588 

2.11 

47.8 

7448 

1.23 

2.11 

258 

Above  values  are  based  on  maximum  fiber  strain  of  16,000  pounds  per 

square  inch,  ^-inch  rivet  holes  deducted.     Weights  correspond  to  lengths, 
center  to  center  of  bearings. 

144 


JONES    &    LAUGHLIN     STEEL    CO. 


SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

Uniformly  Distributed,  for  Box  Girders  Composed  of  Two 

Steel  Beams  and  Two  16"  Steel  Plates 


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156.8 

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6.85 

219.9 

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146.4 

3204 

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6.40 

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137.2 

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3.26 

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192.4 

3898 

3.92 

7.18 

109 

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129.2 

3631 

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5.64 

181.1 

4141 

3.70 

6.76 

116 

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122.0 

3845 

2.90 

5.33 

171.0 

4385 

3.49 

6.39 

122 

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115.5 

4058 

2.76 

5.05 

162.1 

4628 

3.30 

6.05 

129 

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109.8 

4272 

2.62 

4.80 

153.9 

4872 

3.14 

5.75 

136 

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104.5 

4486 

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4.56 

146.6 

5116 

2.99 

5.47 

143 

22 

99.8 

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2.38 

4.36 

139.9 

5359 

2.85 

5.22 

150 

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95.4 

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2.28 

4.17 

133.9 

5603 

2.73 

5.00 

156 

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91.5 

5126 

2.18 

4.00 

128.3 

5846 

2.61 

4.79 

163 

25 

87.8 

5340 

2.08 

3.84 

123.1 

6090 

2.51 

4.60 

170 

26 

84.4 

5554 

2.00 

3.69 

118.4 

6334 

2.41 

4.42 

177 

27 

81.3 

5767 

1.92 

3.55 

114.0 

6577 

2.32 

4.25 

184 

28 

78.4 

5981 

1.86 

3.43 

109.9 

6821 

2.24 

4.10 

190 

29 

75.7 

6194 

1.80 

3.31 

106.1 

7064 

2.16 

3.96 

197 

30 

73.2 

6408 

1.74 

3.20 

102.6 

7308 

2.09 

3.83 

204 

31 

70.8 

6622 

1.68 

3.09         99.3 

7552 

2.02 

3.71 

211 

32 

68.6 

6835 

1.62 

3.00 

96.2 

7795 

1.96 

3.59 

218 

33 

66.5 

7049 

1.58 

2.91 

93.3 

8039 

1.90 

3.48 

224 

34 

64.6 

7262 

1.52 

2.82 

90.5 

8282 

1.85 

3.38 

231 

35 

62.7 

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1.46 

2.74 

88.0 

8526 

1.79 

3.28 

238 

36 

61.0 

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1.40 

2.66 

85.5 

8770 

1.74 

3.19 

245 

37 

59.3 

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1.38 

2.59 

83.2 

9013 

1.70 

3.10 

252 

38 

57.7 

8117 

1.36 

2.52 

81.0 

9257 

1.65 

3.02 

258 

Above  values  are  based  on  maximum  fiber  strain  of  16,000  pounds  per 

square  inch,  Jjj-inch  rivet  holes  deducted.     Weights  correspond  to  lengths, 
center  to  center  of  bearings. 

JONES    &     LAUGH  LIN     STEEL    CO.            145 

SAFE    LOADS    IN    TONS    OF   2000   POUNDS 

Uniformly 

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Safe  Load,  Including 
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Weight  of  Girder 
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in  Thickness  of 
Flange  Plates 

Increase  in  Weight 
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crease in  Thickness 
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20 

99.91 

1.62 

4.92 

.05 

112.87 

1.70 

5.41 

.05 

21 

95.15 

1.69 

4.67 

.05 

107.49 

1.77 

5.13 

.05 

22 

90.82 

1.76 

4.46 

.06 

102.60 

1.84 

4.90 

.06 

23 

86.87 

1.86 

4.26 

.06 

98.14 

1.95 

4.68 

.06 

24 

83.25 

1.93 

4.08 

.06 

94.05 

2.02 

4.48 

.06 

25 

79.92 

2.01 

3.92 

.06 

90.29 

2.09 

4.31 

.06 

26 

76.85 

2.07 

3.77 

.07 

86.82 

2.17 

4.14 

.07 

27 

74.00 

2.14 

3.63 

.07 

83.60 

2.24 

3.99 

.07 

28 

71.36 

2.21 

3.50 

.07 

80.63 

2.31 

3.85 

.07 

29 

68.90  2.31 

3.38 

.07 

77.84 

2.42 

3.71 

.07 

30 

66.  60  12.38 

3.27 

.08 

75.24 

2.49 

3.59 

.08 

31     64.45:2.45 

3.17 

.08 

72.82 

2.56 

3.48 

.08 

32    62.44  2.52 

3.07 

.08 

70.55 

2.64 

3.37 

.08 

33 

60.55^2.59 

2.97 

.08 

68.41 

2.71 

3.26 

.08 

34  [58.77,2.6 

6 

2.87 

.09 

66.40 

2.78 

3.16 

.09 

35    57.08  2.73 

2.79 

.09 

64.49 

2.85    3.07 

.09 

36    55.50  2.83 

2.72 

.09 

62.70 

2.96 

2.99 

.09 

'  37    54.00  2.90 

2.65 

.09 

61.01 

3.03 

2.91 

.09 

38 

52.58  2.97 

2.58 

.10 

59.403.11 

2.  84 

.10 

39    51.23  3.04 

2.52 

.10 

57.883.18 

2.77 

.10 

40 

49.9513.11 

2.46 

.10 

56.43:3.25 

2.70 

.10 

The  above  values  are  founded  on  the  moments  of  inertia  of  the  sections 

using  a  maximum  fiber  strain  of  10,000  pounds  per  square  inch  for  steel; 

ii^-inch  rivet  holes  in  both  flanges  deducted.    Weights  of  girders  correspond 
to  lengths  center  to  center  of  bearings  and  include'  rivet  heads,  stiffeners 

and  fillers. 

146           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Uniformly  Distributed,  for  Steel    Plate  Girders 

f1   «      8      8 

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1.77 

5.90 

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187.74 

2.72 

8.25 

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21  1120.23  1.85 

5.63 

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178.80 

2.84 

7.85 

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22    114.761.92 

5.37 

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170.67 

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7.49 

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23    109.772.04 

5.14 

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163.12 

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7.17 

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4.93 

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156.45 

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6.86 

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25   100.992.19 

4.73 

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150.19 

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6.59 

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4.55 

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144.41 

3.48 

6.34 

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93.51 

2.34 

4.37 

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139.06 

3.59 

6.11 

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90.17 

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4.21 

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134.103.71 

5.88 

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87.06 

2.53 

4.07 

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129.473.88 

5.69 

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30 

84.16 

2.60 

3.94 

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125.164.00 

5.51 

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31 

81.44 

2.68 

3.81 

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121.12  4.12 

5.32 

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32 

78.90 

2.75 

3.69 

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117.33  4.23 

5.15 

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33 

76.81 

2.82 

3.58 

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113.78 

4.35 

5.00 

.10 

34 

74.26 

2.89 

3.47 

.09 

110.43 

4.47 

4.85 

.10 

35 

72.13 

2.98 

3.37 

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107.28 

4.59 

4.71 

.10 

36 

70.13 

3.09 

3.27 

.09 

104.30 

4.76 

4.58 

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37 

68.23 

3.16 

3.18 

.09 

101.48 

4.87 

4.45 

.11 

38 

66.44 

3.24 

3.10 

.10 

•    98.81 

4.99 

4.32       .11 

39 

64.74 

3.31 

3.03 

.10 

96.27 

5.11 

4.21 

.12 

40 

63.12 

3.39 

2.95 

.10 

93.87 

5.23 

4.12 

.12 

The  above  values  are  founded  on  the  moments  of  inertia  of  the  sections 

using  a  maximum  fiber  strain  of  16,000  pounds  per  square  inch  for  steel; 
It-inch  rivet  holes  in  both  flanges  deducted.   Weights  of  girders  correspond 
to  lengths  center  to  center  of  bearings  and  include  rivet  heads,  stiffeners 

and  fillers. 

J 

ONES    &    LAUGHLIN 

STEEL    CO.           147 

SAFE   LOADS    IN    TONS    OF   2000    POUNDS 

Uniformly  Distributed,  for  Steel  Box  Girders 

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114.28 

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6.70 

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152.6  2.55 

9.08 

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109.09 

2.32 

6.40 

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145.6  2.66 

8.67 

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23 

104.34 

2.45 

6.12 

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139.3 

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2.54 

5.86 

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133.5 

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2.64 

5.63 

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128.2 

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7.63 

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92.30 

2.74 

5.41 

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3.14 

7.34 

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27 

88.88 

2.83 

5.21 

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118.7 

3.25 

7.07 

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28 

85.71 

2.93 

5.03 

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114.4 

3.36 

6.82 

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29 

82.76 

3.06 

4.85 

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110.5 

3.50 

6.58 

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30 

80.00 

3.16 

4.69 

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106.8 

3.61 

6.36 

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31 

77.42 

3.25 

4.54 

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6.15 

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32 

75.00 

3.35 

4.40 

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3.83 

5.96 

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33 

72.72 

3.50 

4.26 

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97.1 

3.95 

5.78 

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34 

70.59 

3.54J 

4.14 

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94.2 

4.06 

5.60 

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35 

68.57 

3.64 

4.02 

.12 

91.5 

4.17 

5.44 

.15 

36 

66  66 

3.76 

3.91 

.12 

89.0 

4.31 

5.29 

.15 

37 

64.86 

3.86 

3.80 

.13 

86.6 

4.41 

5.14 

.16 

38 

63.16 

3.95 

3.70 

.13 

84.3 

4.53 

5.01 

.16 

39 

61.54 

4.05 

3.61 

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4.65 

4.88 

.17 

40 

60.004.15 

3.52       .14    II    80.1 

4.76 

4.77 

.17 

The  above  values  are  founded  on  the  moments  of  inertia  of  the  sections 

using 

a  n 

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Jg-inch  rivet  holes  in  both  flanges  deducted, 
to  lengths  center  to  center  of  bearings  and 

Weights  of  girders  correspond 
include  rivet  heads,  stiff  eners 

and  fillers. 

148            JONES    &    LAUGHLIN 

STEEL    CO. 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Uniformly  Distributed,  for  Steel    Box  Girders 

fll   £ 

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Weight  of  Girder 
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Increase  in  Safe 
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in  Thickness  of 
Flange  Plates 

Increase  in  Weight 
of  Girder  for  A"  In- 
crease in  Thickness 
of  Flange  Plates 

Safe  Load,  Including 
Weight  of  Girder 
Tons 

Weight  of  Girder 
Tons 

Increase  in  Safe 
Load  for  A"  Increase 
in  Thickness  of 
Flange  Plates 

Increase  in  Weight 
of  Girder  for  T\,"  In- 
crease in  Thickness 
of  Flange  Plates 

20 

227.5 

2.92 

12.92 

.10 

35 

5.0  3.78 

19.43 

.13 

21 

216.7 

3.06 

12.30 

.11 

33 

8.1 

3.95 

18.50 

.13 

22 

206.9 

3.19 

11.74 

.11 

322.8 

4.13 

17.66 

.14 

23 

197.9 

3.36 

11.23 

.42 

308.7 

4.34 

16.89 

.15 

.  24 

189.6  3.49 

10.76 

.12 

296.0 

4.52 

16.19 

.15 

25 

182.0  3.63 

10.33 

.13 

284.0 

4.69 

15.54 

.16 

26 

175.0  3.76 

9.94 

.13 

273.1 

4.87 

14.94 

.17 

27 

168.5  3.89 

9.57 

.14 

263.0 

5.04 

14.39 

.17 

28 

162.6 

4.03 

9.22 

.14 

253.6 

5.21 

13.88 

.18 

29 

156.9 

4.15 

8.91 

.15 

244.8 

5.43 

13.40 

.19 

30 

151.7 

4.33 

8.61 

.15 

236.7 

5.61 

12.95 

.19 

31 

146.8 

4.45 

8.33 

.16 

229.0 

5.78 

12.53 

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32' 

142.2 

4.60 

8.07 

.16 

221.9 

5.95 

12.14 

.20 

33 

137.9 

4.74 

7.83 

.17 

215.2 

6.12 

11.77 

.21 

34 

133.8 

4.87 

7.60 

.17 

208.8 

6.29 

11.43 

.22 

35 

130.0  5.00 

7.38 

.18 

202.9 

6.47 

11.10 

.22 

36 

126.4  5.17 

7.17 

.18 

197.2 

6.69 

10.79 

.23 

37 

123.015.31 

6.98 

.19 

191.9 

6.86 

10.50 

.24 

38 

119.7  5.44 

6.80 

.19 

186.8 

6.94 

10.22 

.24 

39 

116.7 

5.58 

6.62 

.20 

182.1 

7.20 

9.96 

.25 

40 

113.8  5.71 

6.46 

.20       177.5 

7.38 

9.71 

.26 

The  above  values  are  founded  on  the  moments  of  inertia  of  the  sections 

using  a  maximum  fiber  strain  of  16,000  pounds  per  square  inch  for  steel; 
Jjj"  rivet  holes  in  both  flanges  deducted.     Weights  of  girders  correspond 
to  lengths  center  to  center  of  bearings  and  include  rivet  heads,  stiffeners 

and  fillers. 

JONES    &    LAUGHLIN     STEEL    CO.  149 


Steel   Columns   in    Fireproof  Buildings 

The  construction  of  steel-frame  fireproof  buildings  is  be- 
coming general  in  cities  and  towns.  In  the  business  centers  of 
our  great  cities  no  other  form  can  be  used  to  advantage,  and  the 
'architects  who  are  keeping  pace  with  improvements  recognize 
the  desirability  of  the  improved  construction.  This  change  has 
been  facilitated  in  no  small  degree  by  the  great  improvements 
made  in  the  art  of  fireproof  construction,  insuring  not  only  a 
higher  degree  of  efficiency,  but  a  considerable  reduction  in 
cost,  as  compared  with  methods  formerly  practiced. 

The  old  style  of  solid  brick  or  stone  arch,  at  one  time  so 
common,  has  been  almost  wholly  supplanted  by  the  modern 
forms  of  hollow  tile  and  terra  cotta,  and  roofs,  ceilings  and  par- 
tition walls  are  now  largely  constructed  of  these  refractory 
materials. 

The  substitution  of  steel  for  iron  in  beams  has  hastened  this 
radical  improvement.  Our  patterns  of  beams  and  channels, 
having  the  highest  efficiency,  are  well  adapted  for  this  purpose. 

For  some  time  past  another  change  which  has  gradually 
taken  place  has  been  the  substitution  of  steel  for  cast-iron  in 
the  composition  of  columns,  cast-iron  being  a  material  so  un- 
certain in  character  that  its  use  in  bridge  construction  has  long 
since  been  abandoned.  In  buildings  the  loads  are  generally 
quiescent,  and  the  liability  of  sudden  shocks  is  more  remote 
than  in  bridges;  yet  on  the  other  hand,  the  columns  seldom 
receive  their  loads  as  favorably  as  in  bridges.  In  many  cases 
there  exists  considerable  eccentricity,  that  is,  the  loads  on  one 
side  of  the  column  are  heavier  than  on  the  other  side,  and  the 
bending  strains  arising  therefrom  increase  the  strains  from 
direct  compression  materially. 

The  following  are  some  of  the  contingencies  which  may  arise 
in  the  manufacture  of  castings,  and  which  preclude  anything 
approaching  uniformity  in  the  product: 

In  the  case  of  hollow  cast-iron  columns,  while  the  metal  is 
yet  in  a  molten  state,  the  buoyancy  of  the  central  core  tends  to 
cause  it  to  rise,  thereby  reducing  the  thickness  of  the  metal 
above  and  increasing  the  same  below.  When  columns  are  of 


150  JONES    &     LAUGHLIN     STEEL    CO. 

such  lengths  as  to  make  it  necessary  to  pour  the  metal  into 
the  molds  from  both  ends,  it  sometimes  occurs  that  the  iron 
becomes  too  much  chilled  on  the  surface  to  properly  mix  and 
unite,  thus  creating  a  weak  seam  at  the  very  point  where  the 
greatest  strength  will  be  needed.  The  presence  of  confined  air, 
producing  "blowholes"  and  "honeycomb,"  and  the  collection 
of  impurities  at  the  bottom  of  the  mold,  may  be  further  men- 
tioned as  frequent  sources  of  weakness  in  cast-iron. 

The  most  critical  condition,  however,  is  that  due  to  the  un- 
equal contraction  of  the  metal  during  the  process  of  cooling, 
thereby  giving  rise  to  initial  strains,  at  times  of  sufficient  force 
to  produce  rupture  in  the  column  or  in  its  lugs  on  the  slightest 
provocation.  In  many  cases  the  trouble  can  be  ascribed  to 
faulty  designing  or  carelessness  in  the  execution  of  the  work, 
yet  even  under  favorable  conditions  it  is  so  difficult  to  secure 
equal  radiation  from  the  molds  in  all  directions,  that  castings, 
entirely  exempt  from  inherent  shrinkage  strains,  are  probably 
seldom  produced. 

As  a  protection  against  these  contingencies,  resort  must  be 
had  either  to  the  crude  or  uncertain  expedient  of  a  high  safety 
factor,  not  less  than  8  or  10,  or  a  material,  such  as  rolled  steel, 
must  be  adopted,  of  a  more  uniform  and  reliable  character  than 
cast-iron. 

Steel  columns  fail  either  by  deflecting  bodily  out  of  a  straight 
line,  or  by  buckling  of  the  metal  between  rivets  or  other  points 
of  support.  Both  actions  may  take  place  at  the  same  time,  but 
if  the  latter  occurs  alone,  it  may  be  an  indication  that  the  rivet 
spacing  or  the  thickness  of  the  metal  is  insufficient. 

The  rule  has  been  deduced  from  actual  experiments  upon 
steel  columns,  that  the  distance  between  centers  of  rivets  should 
not  exceed,  in  the  line  of  strain,  sixteen  times  the  thickness  of 
metal  of  the  parts  joined,  and  that  the  distance  between  rivets 
or  other  points  of  support,  at  right  angles  to  the  line  of  strain, 
should  not  exceed  thirty-two  times  the  thickness  of  the  metal. 

On  page  64  are  shown  sections  of  some  of  the  most  common 
forms  of  built  columns.  Figs.  5,  6  and  7  are  known  as  closed 
columns.  As  it  is  impracticable  to  repaint  the  inner  surface 
of  such  columns,  it  is  preferable  to  use  them  only  for  interior 


JONES    &    LAUGHLIN     STEEL    CO.  151 

work  where  the  changes  in  temperature  are  not  considerable 
and  the  air  is  dry.  In  places  exposed  to  the  extremes  of  tem- 
perature and  unprotected  from  rain,  the  paint  on  the  inner 
surface  of  the  column  will  sooner  or  later  cease  to  be  a  protec- 
tion. Corrosion  will  set  in,  and,  once  begun,  will  continue  as 
long  as  there  is  unoxidized  metal  left  in  the  column.  The 
remaining  figures  on  this  page  represent  columns  with  open 
sections  or  latticed  columns,  which  admit  of  repainting  and 
are  suitable  for  out-of-door  work. 

Cast  and  steel  bases  are  shown  on  page  64.  Complete 
tables  giving  the  safe  loads  in  tons  for  plate  and  channel  col- 
umns or  plate  and  angle  columns  shown  by  Figures  5  and  10  on 
same  page,  are  given  on  pages  152  to  169. 


152            JONES 

&    LAUGHLIN     STEEL    CO. 

SAFE 

LOADS    IN    TONS    OF    2000    POUNDS 

6"  Channel  Column.     Square  Ends. 

J£-g£ 

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Allowable  strain  per  square  inch  equals 

1  O  AAA     .^        ..,.!          *",.,.     !.,.,!,          «X    f\f\    1" 

H  2- 

1,.,      or  less;  17,100  —  57-  for  lengths  over 

T*|~             ?                                                                                   1" 

1  1 

90  radii.     Safety  factor  =  4. 

rTM 

ED 

4.   Section:  2-6"  «-•  laced  with  l#"x,y  bars; 

}«J  y^-i' 

or  2-6"  »—  •  and  2-8"  wide  side  plates. 

Holes  in  flanges,  }£"  or  less.     Rivets  in  flanges,  ffi'  or  less. 

fj 

•^T3*j2 

Unsupported  Column  Lengths 
£                              Feet 

Section 

|3 

IP 

•3       14      16      18      20      22      24 

Pounds       Bars 
2-6"-   8     laced.... 

4.76 

22.75 

2.34   ....   28.6  28.2  26.8  25.4  24.0 

2-6"-    8     2-8XK" 

8.76     31.6 

2.32   ....    52.6  51.6  49.1   46.5  44.0 

2-6"-   8     2- 

s  '  .'."'••  " 

9.76     35.0 

2.32   ....    58.6  57.5  54.7  51.8  49.0 

2-6".--   8     2- 

10.76     38.4 

2.32   ....    64.6  63.4  60.3  57.1  54.0 

2-6"-   8     2 

-8XiV' 

11.76     41.8 

2.32   ....   70.6  69.3  65.9  62.4  59.0 

2-6"—   8     2-8XM" 

12.76 

45.2 

2.321  ....   76.6  75.2  71.5  67.7  64.0 

2-6"-   8     2- 

s  ,  ,  „ 

13.76 

48.6 

2.32;  ....   82.6  81.1  77.1   73.0  69.0 

2-6"—   8     2-SX%" 

14.761    52.0 

2.32   ....   88.6  87.0  82.7  78.3  74.0 

2-6"-   8     2-8XH" 

15.76     55.4 

2.32  ....   94.6  92.9  88.3  83.6  79.1 

2-6"-  10H  laced.... 

6.18     27.75 

2.21   ....   37.  !  35.6  33.7  31.8  29.9 

2-6"—  10>$  2- 

-8XM" 

10.18      36.6 

2.25   ....    61.     59.2  56.1   52.9  49.9 

2-6"—  10H2-8XA" 

11.18      40.0 

2.25!  ....   67.     65.0  61.6  58.1  54.8 

2-6^-  10H  2 

-s  •  :;  ," 

12.181    43.4 

2.26|  ....   73.     70.9  67.3  63.6  59.9 

-SX-rV" 

13.18     46.8 

2.2&  ....   79.     76.8  72.8  68.8  64.8 

2-6"—  10)^  2- 

-8XH" 

14.18!    50.2 

2.26  ....   85.     82.6  78.3  74.0  69.7 

2-6"—  10H  2 

15.18     53.6 

2.26!  ....   91.     88.4  83.8  79.3  74.7 

2-6"—  10H  2 

-%YM" 

16.18;    57.0 

2.27  ....I  97.     94.5  89.6  84.5  79.8 

2-6"-10H2-8Xii" 

17.18     60.4 

2.27  ....103.1100.3  95.1  89.9  84.7 

2-6"-  13     laced.  .  .  . 

7.64      32.75 

2.13  45.8  45.7  43.3  40.8  38.3  35.9 

2-6"-  13     2-8XA" 

12.64J    45.0 

2.20   ....   75.8  72.7  68.8  64.8  60.9 

2-6"-  13     1 

-8X  °/9," 

13.64!    48.4 

2.21   ....   81.8  78.6  74.4  70.2  65.9 

2-6"—  13     2-8XA" 

14.64 

51.8 

2.22  ....   87.8  84.5  80.0  75.4  70.9 

2-6"-  13     2 

-8X  V*>" 

15.64 

55.2 

2.22  ....   93.8  90.4  85.5  80.7  75.9 

2-6"-  13     2-8XA" 

16.64 

58.6 

2.23  ....   99.8  96.3  91.1  85.9  80.8 

2-6"-  13     2-8X5i" 

17.64 

62.0 

2.23  ....10S.8102.2  96.7  91.3  85.8 

2-6"—  13     2 

-8X-H" 

18.64 

65.4 

2.24  ....111.8108.1102.3  96.6  90.8 

2-6"-  13     2-8XH" 

19.64 

68.8 

2.24  ....117.8114.0107.9101.9  95.8 

2-6"-  15^  laced.... 

9.12     37.75 

2.06  54.7  53.7  50.7  47.7  44.6  41.6 

2-6"—  15^  2 

~8XK 

14.121    50.0 

2.15  ....   84.7  80.3  75.8  71.3  66.8 

2-6"—  15J^j  2 

15.12      53.4 

2.17   ....   90.7  86.4  81.5  76.7  71.8 

2-6'^-  15>i  2 

-8x2* 

16.12 

56.8 

2.17  ....   96.7  92.1  87.0  82.0  76.9 

17.12 

60.2 

2.181  ....102.7  98.0  92.6  87.3  81.9 

2-6"—  15J^  2 

_ow  9.// 

18.12 

63.6 

2.19!  ....108.7104.0  98.3  92.7  87.0 

2-6"—  15^  2 

-8X^" 

19.12 

67.0 

2.20  ....114.7109.9104.0  98.0  92.0 

2-6"—  15^  2 

-8XH" 

20.  12      70.  4 

2.  20   ....  120.  7  115.  8  109.  6  103.  3  .  97.  1 

2-6"—  153^  2 

—  8X  5^" 

21.12 

73.8 

2.21   ....  126.7121.7115.2108.6102.1 

NOTE.  —  Weights  of  column  shafts  include  rivets. 

JONES    &    LAUGHLIN     STEEL    CO 


153 


SAFE    LOADS    IN    TONS    OF    2000    POUNDS 
7"  Channel  Column.     Square  Ends 


H-—  •**-«• 

Allowable  strain  per  square  inch  equals 

I 

12,000  pounds  for  lengths  of  90  radii 

at 

ID      jf- 

r 

g 

4    4 

or  less  ;  17,100  —  57—  for  lengths  over 

Ur-                    7"                                                                                                                              r 

i 

90  radii.     Safety  factor  =  4. 

pi1- 

Ti     i 

Section 
bars  ; 

:  2-7"  •—  •  laced  with  1  ^"  x  T\" 
or  2-7"  ^  and  2-9"  bars.     Holes, 

i 

j<-  8X^--*j               -J-|";  rivets,  $£"  diameter. 

Section 

cr 

£'~ 

Unsupported  Column  Lengths 

V 

Feet 

r-     — 

*-*  z 

to 

? 

18 

20 

22 

24 

26 

28 

2-7" 

Pounds         Bars 
-   9Klaced  

5.70 

27.1 

2.72 

34.2 

33.0 

31.5 

30.1 

28.7 

2-7" 

:'- 

9XM"    10.20 

36.82.67 

'.    '.  .. 

61.2 

58.5 

55.9 

53.2 

50.6 

2-7" 
2-7" 

-   93/l2-9XA"    11.3240.62.67 
—    9342-9X3^"    12.4544.5]2.66 

67.9 

74.7 

64.9 
71.2 

62.0 
68.0 

59.0 
64.7 

56.1 
61.5 

2-7" 

-    9542-9XA"    13.5848.32.66 

81.5 

77.6 

74.1 

70.5 

67.0 

2-7" 
2-7" 

-    93/42-9X^"    14.7052.12.65 
-   934"2-9XA"    15.8555.92.65 

'88'.2 
95.0 

87.8 
94.4 

83.9 
90.3 

80.1 
86.2 

76.3 
82.0 

72.5 
77.9 

2-7" 

,  ,     Q3^ 

2- 

9X^6" 

16.9559.8 

2.64 

101.7 

101.0 

96.6 

92.2 

87.8 

83.4 

2-7" 

-  12J4  laced  .... 

7.2032.1 

2.59 

43  2 

42.5 

40.6 

38.7 

36.8 

34.9 

2-7" 

1  —  '  12^1 

2- 

9XM"    11.70 

41.8 

2.59 

70.2 

69.1 

66.0 

62.9 

59.9 

56.8 

2-7" 

—  12J42-9XA"    12.8245.62.59 

76.9 

75.8 

72.4 

69.0 

65.7 

62.3 

2-7" 

-12H 

2 

9X^"    13.95 

49.5 

2.59 

83.7 

82.4 

78.7 

75.0 

71.4 

67.7 

2-7" 

9XA"    15.0853.32.59 

90.5 

89.1 

85.1 

81.1 

77.2 

73.2 

2-7" 

-12$ 

2- 

9XH"    16.20 

57.1 

2.59 

97.2 

95.7 

91.4 

87.2 

82.9 

78.6 

2-7" 

—  12M2-9XA"    17.3560.92.59 

104.0 

102.4 

97.8 

93.2 

88.7 

84.1 

2-7" 

—  \2]/4 

2- 

9X^3" 

18.4564.8 

2.59 

110.7 

109.0 

104.1 

99.3 

94.4 

89.5 

2-7" 

-  1434  laced  .... 

8.6837.1 

2.50 

52.1 

50.5 

48.1 

45.7 

43.3 

41.0 

2—7" 

2- 

9XJ4"    13.18 

46.8 

2.53 

79.1 

77.0 

73.5 

69.9 

66.4 

62.9 

2-7" 

L4342-9X&"    14.3050.62.54 

85.8 

83.7 

79.9 

76.0 

72.2 

68.4 

2-7" 
2-7" 

-  14?|  2-9X  £» 

15.4354.52.54 
16.5658.32.55 

92.6 
99.4 

90.4 
97.1 

86.3 
92.7 

82.1 

88.2 

78.0 
83.8 

73.8 
79.3 

2-7" 

-H3^ 

2- 

9Xjg; 

17.68 

62.1 

2.55 

106.1 

103.8 

99.0    94.3 

89.6 

84.8 

2-7" 

2- 

18.81 

65.92.55 

112.9 

110.5 

105.4 

100.4 

95.4 

90.2 

2-7" 

•9X^s" 

19.93 

69.8.2.56 

119.6 

117.2 

111.8 

106.5 

101.2 

95.7 

2-7" 

—  17^4  laced  .  .  . 

10.1442.1 

2.43 

60.8 

58.3 

55.4 

52.5 

49.6 

46.7 

2-7" 

-  17M2-9XJ4" 

14.6451.82.49 

87.8 

85.0 

80.9 

76.9 

72.9 

68.9 

2-7" 

—  '  17*^ 

2 

-9X^"    16.89 

59.5 

2.50 

101.3 

98.2 

93.6 

89.0 

84.4 

79.8 

2-7" 

—  17k  2-9X^1"    19.1467.1 

2.51 

114.8 

111.5  106.3  101.1 

95.9 

90.7 

2-7" 

-  17M  2-9X^6"  121.39 

74.8 

2.52 

128.3 

124.8 

119.0 

113.2 

107.4 

101.6 

2-7" 

-  W4  laced... 

11.62 

47.1 

2.39 

69.7 

66.1 

62.8 

59.5 

56.2 

52.8 

2-7"—  1924"  2-9XM"    16.  12  56.  8  2.  45 
2-7"-  19M2-9XM"    18.37  64.5  2.  46 

96.7 
110.2 

92.8 
106.0 

88.3 
100.9 

83.8 
95.8 

79.3 
90.7 

74.8 
85.7 

2-7" 

-  1934 

2-9X^"    20.6272.1 

2.47 

123.7 

119.2 

113.6  107.8  102.1 

96.5 

2-7' 

—  19% 

2- 

-9X?^"    22.87 

79.8 

2.48 

137.2 

132.5 

126.2  119.9  113.6 

107.4 

2-7' 

-1% 

-9X54"    25.1287.4 

2.49  150.7 

145.8 

138.9  132.0  125.1 

118.2 

•     NOTE.  —  Weights  of  column-shafts  include  rivets. 

154 


JONES    &     LAUGHLIN     STEELCO. 


SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

8"  Channel  Column.       Square  Ends 
---'-*  Allowable     strains    per    square    inch  = 


_!  i                     12,000  pounds  for  lengths  of  90 

radii 

^T 

fT 

or    less. 

17,100 

pounds  —  57 

'for 

14 

-5H-- 

i         i 

M            8" 

lengths  over  90  radii. 

r 

li 

]     Safety  factor  =  4. 

ode 

1  —  ' 

V-n      1     Section  : 

2-8"  ^  laced  with  1 

y±"  x  tv 

i  i  — 

bars. 

Holes  J 

•\"\  rivets,  M" 

diameter,  . 

,  t 

k- 

"•tf 

or  2-8"  «-•  and  2-10"  bars. 

Section 

6- 

j£ 

Unsupported  Column  Lengths 

&>  <« 

J     . 

to 

Feet 

.£-c 

+*.£ 

«  V 

|2 

'£* 

3 

20 

22 

24 

26 

28 

30 

"^ 

£a 

] 

3ound 

5         Bars 

2-8^- 

J11K 

laced  

6.70  30.1 

3.11 



40.2 

39.6 

38.1 

36.7 

35.2 

2-10XK" 

11.70 

41.53.03 

.!  .! 

70.2 

68.3 

65.7 

63.0 

60.4 

2-8"- 

J  UK 

2-10XA" 

12.95 

45.7 

3.02 

77.7 

75.5 

72.6 

69.6 

66.7 

2-8"- 

J  UK 

2-10X5V' 

14.20  50.03.02..   .. 

85.2 

82.7 

79.5|  76.2 

73.0 

2-8"- 

-1  11K 

2-lOXiV' 

15.45 

54.2 

3.01 

92.7 

89.9 

86.4 

82.8 

79.3 

2-8"- 

-UK 

2-10XM" 

16.70  58.53.00..   .. 

100.2 

97.1 

93.3 

89.5 

85.7 

2-8"-  UK 

2-8"-  UK 

2-10XA" 
2-10XH" 

17.95  62.73.00..   .. 
19.20  67.02.99..  .. 

107.7 
115.2 

104.3 
111.5 

100.2 
107.1 

96.1 
102.7 

92.0 
98.3 

2-8"- 

-  zx 

laced  

8.08  35.12.98..   .. 

48.5 

46.8 

45.0 

43.1 

41.3 

2-8"-   VA 

2-10XK" 

13.08 

46.53.00..   .. 

78.5 

76.0 

73.0 

70.1 

67.1 

2-8"- 

-  &A 

2-10XA" 

14.33 

50.7 

2.99 

86.0 

83.2 

79.9 

76.6 

73.4 

2-8"- 

J   35i 

2-lOX^i" 

15  58 

55  0 

•>  <i,s 

93.5 

90.3 

86.7 

83.2 

79.6 

2-8"- 

-   354 

2-10XA" 

16.83  59.22.98..   .. 

101.0 

97.5 

93.5 

89.8 

85.9 

2-8"-   3K 

2-10XM" 

18.08 

63.52.97..   .. 

108.5 

104.6 

100.4 

96.3 

92.1 

2-8"-   3K 
2-8"-  135* 

2-lOXA7' 

19.33  67.72.96!..  .. 
20.58  72.02.96..   .. 

116.0111.7 
123.5118.9 

107.2 
114.1 

102.8 
109.4 

98.3 
104.6 

2-8"- 

-16K 

laced.  .  .  .; 

9.56  40.12.89 

57.4 

56.8 

54.6 

52.3 

50.1 

47.8 

2-8"- 

-16^ 

17.06 

60.0 

2.93 

102.4 

102.1 

98.1 

94.1 

90.1 

86.2 

2-8"-  16K 

2-10XT3t" 

18.31 

64.22.93109.9 

109.5 

105.3 

101.0 

96.7 

92.5 

2-8"- 

-1  16K 

2-10XM7' 

19.56 

68.52.92117.4 

117.0 

112.4 

107.9 

103.3 

98.7 

2-8"- 

j  16K 

2-10XA" 

20.81 

72.7 

2.92 

124.9 

124.4 

119.6 

114.7 

109.9 

105.0 

2-8"- 

J  16K 

2-10XH" 

22.06 

77.02.92132.4 

131.8 

126.7 

121.5 

116.4 

111.2 

2-8"- 

j  iQK 

2-10XH" 

23.33 

81.2 

2.92 

139.9 

139.3 

133.9 

128.4 

123.0 

117.5 

2-8"-  16K 

2-10X54" 

24.56 

85.52.92147.4 

146.7 

140.9 

135.2 

129.4 

123.7 

2-8"—  1854 

kced.  .   ..f 

11.02 

45.12.82  66. 

64.8 

62.2 

59.5 

56.8 

54.1 

2-8"- 

Jl8^ 

18.52 

65.0 

2.89 

111. 

110.1 

105.7 

101.4 

97.0 

92.6 

2-8"- 

2-wxy2" 

21.02 

73.52.89126. 

125.0 

120.0 

115.0 

110.1105.1 

2-8"- 

j  ig?^ 

2-lOX^g" 

23.52 

82.0 

2.89 

141. 

139.8 

134.3 

128.7 

123.2 

117.6 

2-8"- 

J  1854 

2-10XM" 

26.02 

90.52.89156. 

154.7 

148.6 

142.4 

136.3 

130.1 

2-8"- 

J21K 

laced  

12.5 

50.12.77 

75.0 

72.9 

69.8 

66.7 

63.7 

60.6 

2-8"- 

-  21J4 

2-10X^" 

20.0 

70.0 

2.83 

120.0 

117.9 

113.1 

108.2 

103.4 

98.5 

2-8"—  21K  2-10XJ^" 

22.5 

78.52.83135.0 

132.8 

127.4 

121.9 

116.5 

111.0 

2-8"- 

j  21J4 

2—  lOX^'' 

25.0 

87.0 

2.84 

150.0 

147.6 

141.6 

135.6 

129.5 

123.5 

2-8"-  21K 

2-10X24" 

27.5 

95.52.84165.0 

162.5 

155.9 

149.3  142.6  135.0 

2-8  ''-  21K 

2-10Xj^" 

30.0 

104.02.85180.0 

177.3 

170.1 

162.9155.7 

148.5 

NOTE.—  Weights  of  column  shafts  include  rivets. 

'     J  ON  E  S    & 

LAUGH  LIN     STEEL    CO. 

155 

SAFE  LOADS  IN  TONS  OF  2000  POUNDS 

9"  Channel 

Column.      Square  Ends 

Allowable 

strain     per     square     inch  = 

12,000  pounds  for  lengths  of  90 

radii 

•52= 

7r    T 

or 

less. 

17,100     pounds  —  57  -  for 

i 

- 

lengths 

over  90  radii. 

r 

"u 

-6*-'- 

n     • 

Safety  factor  =  4. 

1L  J 

Section 

:    2-9"  —    laced 

with 

2//> 

<  T5/' 

r^— 

bars 

M 

">lp«.  I.3.".  rivpts 

.  3/" 

diam 

eter, 

i  '              n 

k  ion*—  * 

or  2-9"  «-"  and  2-1  1"  bars. 

tn 

=  JJ 

j»£ 

Unsupported  Column 

Lengths 

.—  —  - 

^    . 

In 

Fc 

et 

Secti 

on 

rt  C 

Ji  ••; 

S  K 

^ 

§J 

- 

C/3 

u  ^ 

i 

22 

24 

26 

28 

30 

32 

Pounds 
2-9"—  13M 

Bars 
laced  

7.78 

34.93.49 

46.7 

46.7 

45.2 

'43.6 

42.1 

2-9"- 

13J4 

2-11XM" 

13.28 

47.2 

3.41 

79.7 

78.9 

76.3 

73.6 

70.9 

2-9"- 

13M 

2-11XA" 

14.66 

57.  S 

3.40 

88.0 

86.8 

83.9 

80.9 

78.0 

2-9"— 

13/4 

2-nxys" 

16.03 

56.6 

3.38 

!    96.2   94.7 

91.5 

88.3 

85.0 

2-9"- 

13/4 

2-11XTV 

17.41 

61.23.37 

104.5102.0 

99.1 

95.6 

92.1 

2-9"— 

13M 

2-11  XH" 

18.78 

65.93.35 

112.7110.6 

106.7 

102.9 

99.1 

2-9"- 

13/4 

2-11XA" 

20.  16 

70.6 

3.34 

121.0 

118.5 

114.4 

110.3 

106.2 

2-9"— 

13M 

2-llX5i//21.53 

75.33.32  

129.2 

126.4122.0 

117.6113.2 

2-9"— 

15 

kced.  .  .  . 

8.82 

38.43.40... 

52.9 

52.3 

50.6 

48.8 

47.0 

2-9"- 

15 

2-11XM" 

14.32 

50.7 

3.36 

85.9 

84.5 

81.7 

78.8 

75.9 

2-9"— 

15 

2-1  IX  A" 

15.70 

55.43.34.... 

94.2    92.5 

89.3 

86.1 

82.9 

2-9"  — 

15 

2-nxys" 

17.07 

60.1 

3.33 

102.41100.4 

96.9 

93.4 

89.9 

2-9"- 

15 

2-llX^^ 

18.45 

64.73.32... 

110.7108.3 

104.5 

100.7 

96.9 

2-9"— 

15 

19.82 

69.4 

3.31 

118.9 

116.2 

112.1 

108.0 

103.9 

2-9"- 

15 

2-1  IXA^ 

21.20  74.13.30... 

127.2 

124.1 

119.7 

115.3  110.9 

2-9"— 

15 

22.57 

78.83.29  

135.4 

132.0 

127.3122.6,117.9 

2-9"— 

20 

laced  

11.76 

48.43.21..   .. 

70.6 

68.0 

65.5 

63.0 

60.5 

2-9"- 

20 

2-1  IX  A" 

18.64 

65.43.27.. 

111.8 

108.7 

104.8  100.9 

97.0 

2-9"— 

20 

2-1  ixys" 

20.01 

70.1 

3.26 

120.1 

116.6 

112.4 

108.2 

104.0 

2-9"- 

20 

2-llXA^ 

21.39 

74.73.26..   .. 

128.3 

124.  5 

120.0  115.5 

111.0 

2-9"— 

20 

22.76 

79.4 

3.25 

136.6 

132.4 

127.6 

122.8 

118.1 

2-9"-  20 

2-1  IXiV' 

24.14 

84.13.25..    .. 

144.8 

140.3 

135.3130.2125.1 

2-9"- 

20 

2-llX^i" 

25.51 

88.83.25.. 

153.1 

148.2 

142.9137.5132.1 

2-9"- 

20 

2-llXH" 

26.89 

93.4 

3.24 

161.3 

156.2 

150.5 

144.8 

139.1 

2-9"- 

20 

2-nx3A" 

28.26 

98.13.24..   .. 

169.6 

164.1 

158.1 

152.1 

146.2 

2-9"- 

25 

kced  

14.70 

58.43.10 

88.2    86.8 

83.5 

80.3 

77.0 

73.8 

2-9"- 

25 

2-llX^" 

22.95 

80.1 

3.18 

137.  8137.0!  132.1 

127.1 

122.2 

117.2 

2-9"- 

25 

24.33 

84.  7  3.  18  146.  0  145.  2'  140.  0  134.  7 

129.51124.3 

2-9"- 

25 

2-nxy2" 

25.70 

89.4 

3.18 

154.2  153.4:147.9 

142.3 

136.8 

131.3 

2-9"- 

25 

2-11XA" 

27.08  94.13.18162.5161.6155.8 

150.0  144.1 

138.3 

2-9"- 

25 

2-llX^" 

28.45 

98  .i 

3.18 

170.7  169.8 

163.7 

157.6 

151.5 

145.3 

2-9"-  25 

2-11XH" 

29.83103.43.18179.0178.0171:6165.2 

158.8 

152.4 

2-9"- 

25 

2-11XM" 

31.20 

108.1 

3.18 

187.2  186.3  179.5 

172.8 

166.1 

159.4 

2-9"-  25 
2-9"—  25 

2-llXii" 
2-1  1XK" 

32.  58  112.  8  3.  18  195.  5  194.  5|  187.  4  180.  4^  173.  4 
33.95117.53.18203.7202.7  195.4  188.1  i  180.  7 

166.4 
173.4 

2-9"-  25 

2-11XM" 

35.33122.13.18212.0210.9 

203.3195.71188.1 

180.5 

NOTE.  —  Weights  of  column  shafts  include  rivets. 

156           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

10"  Channel  Column.     Square  Ends 

U  aM^'-H               Allowable     strain     per    square     inch  = 

]                  i                    ]_o  000  pound 

3  for  lengths  of  90  radii 
1 

or    less.       17,100  —  57  :  for  lengths 

H   ~7<t~M         i0"       over  90  radii. 

1    Safety  factor  =  4. 
rTJTI          um  —  4-  Section:    2-10"  «-•  laced  with  2"  x  ^" 

bars.     Holes,  ^$";  rivets,  ^"  diam- 

-rll**"^                 eter>  or  2-10"  ^  and  2-12"  plates. 

«r       j§£              Unsupported  Column  Lengths 
w  8    J    .  «                               Feet 

c  JJ    ^r  e    2  , 

Section                ||   |3  J 

26       28       30       32       34 

Pounds  Plates 
2-10"-  15  laced  8.92  38.43.87;  

.    53.5   52.6   51.0   49.5 

2-10"—  152-12XK"    14  92  52  43  76  

89.5   86.9   84.2   82.5 

2—  10"1—  j  152  12XA"    16  42  57  53  74 

98  5   95  4   92  3   89  3 

2-10"—  15  2-12X^6"    17.92  62.63.73  

107.5107.2103.8100.5   97.2 

2-10"—  15  2-12X  A"    19.42  67.73.71  

116.5115.9112.2108.6105.0 

2-10"-152-12xk"    20.92  72.83.69  

12555  124.6  120.6  116.7  112.8 

2-10"—  15  2-12X  A"   22.42  77.93.68  

134.5133.2129.0124.8120.7 

2-10"-  15  2-12X^"    23.  92  83.  0  3.  66  ..... 

143.5141.9137.5133.0128.5 

2-10"-  20  laced  11.76  48.43.68  

70.6   69.  8i  67.6   65.4   63.2 

2-10"-  20  2-12X5^"    20.75  72.63.65  
2-10"—  202-12XT*"    22.26  77.73.64  

124.5123.0  119.1  115.2  111.3 
133.5131.7127.5123.3119.1 

2-10"-202-12XH"    23.76  82.83.63  

142.6  140.4  135.9  131.5  127.0 

2-10"—  202-12X-rV'    25.26  87.93.62  

151.6149.1144.4139.6134.8 

2-10"-  20  2-12X^6"    26.76  93.03.61  

160.6  157.8  152.8  147.7  142.6 

2-10"—  20  2-12XH"    28.  26  98.  1  3.  61  

169.6166.6161.2155.9  150.5 

2-10"-  20  2-12XM"    29.  76  103.  2  3.  60  

178.6175.3,169.6164.0158.3 

2-10"-  25  laced  14.70  58.43.52  

88.2   85.7    82.8   80.0    77.1 

2-10"—  25  2-12X  W    26.  70  92.  8  3.  57  

160.2156.7151.5146.4141.2 

2-10"—  25  2-12X  A"    28.  20  97.  9  3.  57|  

169.2  165.4  159.9  154.5  149.0 

2-10"—  252-12X^"    29.70103.03.56  1178.2  174.0  168.3  162.5  156.8 

2-10"-  25  2-12XH"    31.20  108.  1  3.56  

187.2  182.7  176.7  170.6  164.6 

2-10"—  252-12XM"    32.70113.23.55  

196.2191.4185.1  178.7172.4 

2-10"-  25  2-12X  «'     34.  20  118.  3  3.  55  

205.2  200.1  193.5  186.8  180.2 

2-10"-  25  2-12X  \V'    35.  70  123.  4  3.  54  

214.2208.7201.8194.9  188.0 

2-10"^  30  laced  17.64  68.43.42  

105.8101.4   97.9    94.4   90.8 

2MO"—  30  2-12X5-6"    32.64113.03.50  

195.8  189.8  183.4  177.0  170.6 

2-10"—  302-12X%"    35.64123.23.50  

213.8207.1200.1  193.1  186.2 

2-10"—  25  2-12X£i"    38.  64  133.4  3.50  

231.8  224.4  216.9  209.3  201.7 

2-10"—  302-12X1"     41.64143.63.49  

249.8241.8233.6225.4217.3 

2-10"-  35  laced  i20.68  78.43.35123.5 

121.3117.2:113.0108.9104.7 

2-10"—  35  2-12XH"    35.  58  124.  0  3.  45213.  5212.  5  205.  5  198.  4  191.  3  184.  3 

2-10"—  35  2-12X5^"    38.  58  133.  2  3.  45231.  5  230.  4  222.  8  215.  1  207.  5  199.  8 

2-10"-  352-12X%"    41.58143.43.45249.5 

248.3240.1  231.8223.6215.4 

2-10"-  352-12X1"     44.58153.63.45267.5 

266.2257.4248.6239.7230.9 

2-10"-  352-12X1H"  47.58163.83.45285.5 

284.  1  274.  7  265.  3  255.  8  246.  4 

NOTE.  —  Weights  of  column  shafts  include  rivets. 

JONES    & 

L  AU  G  H  L  I  N 

ST 

E  E 

L    C 

0. 

157 

SAFE 

LOADS    IN    TONS    OF   2000 

POUNDS 

12"  Channel 

Column.      Square  Ends 

.f—HH/t.jj              Allowable 

strain     per    square     inch= 

.  ,i,                !                    12,000  pounds  for  lengths  of  90 

radii 

F 

or    less. 

17,100 

—  57  -  for  lengths 

--8k-'- 

12"       over 

90  radii. 

r 

.' 

f 

Safety  factor  =  4. 

&£__[ 

Section 

:    2-12" 

i--  laced 

with 

2"  3 

'*" 

bars. 

Holes,  if" 

;    nvets, 

2^"  diam- 

i<  

-139/i£ 

*• 

eter, 

or  2-12"  ir-- 

and  2-14x 

plates. 

A 

»£ 

Unsupported  Column  Lengths 

Section 

{/)  tfi 

C   " 

*^  £ 

X 

Feet 

r 

30 

32 

34 

36 

38 

40 

Pounds  Plates 
2-12"—  SfnuiarpH 

12  06 

49  4 

4  r,i 

72.4 

70.9 

69  1 

67.3 

-20^ 

2-14XA" 

20^81 

72.74.39.     . 

124.9 

122.8 

119.6 

116.3 

113.1 

2-12"- 

-20V4 

2-14X^1" 

22.56 

78.7 

4.37 

135.4 

132.7 

129.2 

125.7 

122.1 

2-12"-  20  V| 

2-14X&" 

24.31 

84.64.35.     . 

145.9142.7 

138.9 

135.0 

131.2 

2-12"-  20H 

2-14XM" 

26.06 

90.64.33.     . 

156.4152.6 

148.5 

144.4 

140.3 

2-12"- 

-20H 

2-14XA" 

27.81 

96.5 

4.32 

166.9 

162.6 

158.2 

153.7 

149.3 

2-12"—  20  H 

2-14X^6" 

29.56102.54.30.     . 

177.4172.5 

167.8 

163.1 

158.4 

2-12"-  20H 

2-14XH" 

31.31168.44.28.     . 

187.9 

182.5 

177.1 

172.5 

167.4       . 

2-12"-  20^ 

2-14X9^" 

33.06114.44.26.     . 

198.4 

192.4 

187.1 

181.8 

176.5 

2-12"- 

-25 

laced  

14.70 

58.44.43.     . 

88.2 

87.1 

84.8 

82.6 

80.3 

2-12"- 

-25 

2-14XH* 

25.20 

87.7 

4.30 

151.2 

147.3 

143.3 

139.3 

135.3 

2-12"- 

-25 

2-14X&" 

26.95 

93.64.29.     . 

161.7 

157.3 

158.0 

148.7|144.4 

2-12"- 

-25 

2-14XH" 

28.70 

99.6 

4.28 

172.2 

167.2 

162.6 

158.0 

153.4 

2-12"- 

-25 

2-14XiV' 

30.45105.54.27.     . 

182.7 

177.2 

172.3167.4|162.5 

2-12"- 

-25 

2—14X5^" 

32.20 

111.5 

4.26 

193.2 

192.6 

187.1 

181.9 

176.8 

171.5 

2-12"^ 

-25 

2-14XH" 

33.95117.44.25203.7202.8 

197.0 

191.6  186.1^180.6 

2-12"- 

-25 

2—  14XM" 

35.70 

123.4 

4.23 

214.2 

212.9 

207.0 

201.2 

195.5 

189.7 

2-12"- 

-25 

2-14XH" 

37.45129.34.22224.7223.1 

216.9210.9204.81198.7 

2-12"-  25 

2-UXH" 

39.20135.34.21235.2 

233.3 

226.9 

220.5214.2 

207.8 

2-12"- 

-30 

laced  

17.64 

68.44.28... 

105.8 

102.9 

100.1 

97.3 

94.4 

2-12"- 

-30 

2-14X^"  31.64109.64.22189.8 

188.5 

183.3 

178.21  173.1 

168.0 

2-12"- 

-30 

2—  14X5'1i" 

35.14 

121.5 

4.21 

210.8 

209.0 

203.2 

197.5 

191.8 

186.1 

2-12"- 

-30 

2-14X54" 

38.64133.44.19231.8229.5223.2216.9,210.5204.3 

2-12"- 

-30 

2—  14  X  I/?." 

42.16 

145.3 

4.18 

252.8 

249.9 

243.1 

236.2 

229.2 

222.4 

2-12"- 

-30 

2-14X1" 

45.  64  157.  2  4.  17  273.  8j  270.  4 

263.0 

255.5 

247.9 

240.5 

2-12"—  35 

laced  

20.58 

78.44.17123.5  121.9 

118.6 

115.2 

111.8  108.5 

2-12"- 

-35 

2-14X^6" 

38.08 

113.5 

4.16 

228.5 

224.4 

218.4 

212.4 

206.4 

200.3 

2-12"- 

-35 

2-14XM" 

41.  58  143.  4  4.  15  249.  5  245.  2  238.5231.  81225.  1'218.4 

2-12"- 

-35 

2—  14X  "/%" 

45.08 

155.3 

4.14 

270.5 

265.9 

258.5 

251.1 

243.8 

236.4 

2-12"- 

-35 

2-14X1" 

48.  58  167.  2  4.  13  291.  5  286.  6 

278.  6^70.  5 

262.5 

254.4 

2-12"-  40 

laced  

23.52 

88.44.09141.1 

138.2 

134.2 

130.3 

126.4 

122.8 

2-12"- 

-40 

2—14X5^" 

44.52 

153.4 

4.10 

267.1 

261.8 

254.4 

247.0 

239.5 

232.1 

2-12"- 

-40 

2-14Xj^"  48.02165.34.10288.1 

282.3;274.3266.3 

258.3:250.2 

2-12"- 

-40 

2-14X1" 

51.52 

177.2 

4.10 

309.1 

302.8 

294.2 

285.6 

277.0 

268.4 

2-12"- 

-40 

2-14X1H" 

55.02189.14.09330.1 

323.3314.1 

304.9;295.7 

286.5 

2-12"—  40 

2-14Xl^"58.52201.04.09351.1 

343.  7,334.  0324.  2314.41304.  6 

NOTE.  —  Weights  of  column  shafts  include  rivets. 

JONES    &    LAUGHLIN     STEEL    CO. 


SAFE    LOADS    IN    TONS   OF   2000    POUNDS 

15"  Channel  Column.      Square  Ends 
Allowable    strains     per    square    inch=      U     12%"  ->t 
12,000  pounds  for  lengths  of  90  radii 

or  less.      17,100  —  57  -  for  lengths 

over  90  radii.  r 

Safety  factor  =  4. 
Section  :   2-15"'--  laced  with  2X"x  */*" 

bars.  Holes,  jf";  rivets,  %"  diameter, 

or  2-15"  •— •  and  2-16"  plates.  r* 15H-" >j 


Section 

*.!*! 

m 

<      i£  a 

E    OK 

Unsupported  Column  Lengths 
Feet 

35 

37 

39 

41 

43 

45 

Pounds  Plates 

2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 


"  33  2-16X 
-332-16X 
-532-16XA" 

-332-16X5/s" 

-  33  2-16XH" 
-332-16X?-4" 

-  33  2-16X  H" 
—  33  2-16X  *  H" 

-  33  2-16X 1" 

-  35  laced. . . 


352-16X1^" 

352-16XH" 

352-16X24'" 

352-16XJ*" 

352-16X1" 

40  laced 

402-16XH" 


40  2-16X  1" 
40  2-16X  \W 
40  2-16X  \W 
45  laced  ....... 

452-16XH" 
452-16X^4'" 
45  2-16X  1" 
45  2-16X  W 
45  2-16X  W 
SOlaced  ....... 

502-16XM" 
502-16X1" 
502-16X1M'7 
502-16X1)^" 
55  laced  ....... 

552-16XM" 
552-16X1" 
55  2-16X  1^" 
552-16XW 


31.80108.85.08... 
33.80115.65.07... 
35.80122.45.05... 
37.80129.25.03... 
39.80136.05.01... 
41.80142.85.00... 
43.80149.64.98... 
45.80156.44.96... 
47.80163.24.94... 
51.80176.84.91310 
20.58  80.65.32... 
32.58112.85.07... 
36.58126.45.04... 
40.58140.05.00... 
44.58153.64.97... 
48.58167.24.94... 
52.58180.84.90315 
23.52  90.65.21... 
39.52136.44.98... 
47.52163.64.94... 
55.52190.84.90333 
63.52218.04.86381 
71.52245.24.82429 
26.48100.65.12... 
42.48146.44.94... 
50.48173.64.90302 
58.48200.84.87350 
66.48228.04.84398 
74.48255.24.80446 
29.42110.65.02... 
53.42183.64.84320 
61.42210.84.82368 
69.42238.04.80416 
77.42265.24.78464 
32.36120.64.96... 
.36193.64.82338 
.36220.84.80'386 
.36248.04.78434 
.36275.24.76482 


. 

56. 
64. 


190. 
.  202. 
.j214. 

.226. 
.|238. 
.i250. 
.  262. 
.274. 

8310. 

:;* 

.|219. 
.;243. 
.  267, 
.1291, 
5.313, 

:i237: 

.  ^285. 
1  330, 
1377. 
1:423 
.158, 
.  254, 
5300 
5347 
5393 
5,440 
J176. 
5,317 
5,363. 
5410 
5457, 
.194 
2333 
2380 
2426 
2473 


8  188. 

8  199. 
8211. 
8222. 
8233. 
8245. 
8256. 
8268. 
8279. 
8302. 
Jl23. 
5  192. 
5215. 
5238. 
5261. 
5283. 
8306. 
.[141. 

1  232. 
1277. 
6322. 
2368. 
8413. 

9  157. 
5248. 
8293. 
4339. 
9384. 
5429. 
5173. 
1309. 
7355. 
3400. 
0445. 

2  189. 
9325. 
4371. 
9416. 
4461. 


4  184. 1  179. 

8  195.2  190. 
2206.3201. 
6217.4212. 
9228.5223. 
3239.5233. 
7250.6244. 
1  261.7255. 
4272.8266. 
2295.0287. 

5  121.7119. 

9  188.5  184. 
6210.6205. 

3  232. 7  227. 
0254.8248. 
7277.0270. 
4299.1291. 
1  137.8134. 
0226.6221. 
4270.8264. 
8315.0307. 
2359.3350. 
6403.5393. 
4153.9150. 
5242.6236. 
8286.8279. 
2330.9322. 
5  375. 1  365. 
8419.2408. 

4  169.4165. 
5302.0294. 
0,346.2337. 
4! 390. 5  380. 
9|434.8423. 
61185.1  180. 
9318.0310. 
3362.1352. 
6406.2395. 
9450.4438. 


8175.6 

6  186.0 
4196.5 
2207.0 
0217.5 
8228.0 
6238.5 
4249.0 

2  259. 5 
7280.5 
1  116.4 
1  179.7 
6200.6 
1221.6 

7  242. 5 
2203.5 

8  284. 4 
7131.6 
2215.8 
2257.6 
3299.5 
3341.4 
3383.2 

3  146.8 
8230.9 
7  272. 7 
7314.4 
7356.2 
6.398.0 

4  161.4 
4286.8 
5328.8 
6  370. 7 
7412.6 
6  176.2 
0302.0 
9343.8 
9J385.6 
91427.4 


NOTE. — Weights  of  column  shafts  include  rivets. 


JONES    &    LAUGHLIN     STEEL    CO.           159 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Single  Beam  Columns.      Square  Ends 

Assumed  strains  per  square  inch  (  _         50000            f/ 

Factor  of  safety  =4             1             (121)2 

+36000r2 

• 

r* 
Q 

9 

If 

\ 

UNSUPPORTED  LENGTH  OF  BEAM  IN  INCHES 

X  £ 

WBIGHI 

P( 

H 

4 

G 

8 

10 

12 

14 

1(5 

18 

20 

22 

24 

100 

.29 

148 

135 

124 

113 

102 

93 

84 

24 

80 

.36 

117 

110 

102 

94 

86 

78 

71 

20 

100 

.34 

151 

140 

129 

117 

108 

98 

89 

20 

80 

.39 

123 

114 

105 

97 

89 

81 

74 

20 

65 

.21 

.  . 

. 

94 

86 

78 

70 

63 

57 

18 

70 

.09 

.  . 

ioe 

96 

87 

78 

69 

62 

18 

55 

.15 

. 

83 

77 

70 

63 

56 

50 

15 

100 

.31 

160 

149 

138 

126 

115 

105 

95 

86 

15 

80 

.32 

128 

120 

111 

102 

93 

85 

77 

70 

15 

60 

.22 

94 

87 

80 

72 

65 

59 

53 

15 

42 

.08 

64 

58 

53 

47 

42 

37 

12 

55 

.04 

89 

81 

74 

66 

58 

52 

46 

12 

40 

.08 

66 

60 

55 

50 

44 

40 

35 

12 

31^2 

.01 

51 

47 

42 

37 

33 

29 

26 

10 

40 

0.90 

62 

56 

49 

43 

37 

32 

10 

25 

0.97 

. 

40 

36 

32 

28 

25 

22 

9 

35 

0.84 

. 

53 

47 

41 

35 

30 

9 

21 

0.90 

34 

30 

26 

23 

20 

8 

25^ 

0.80 

38 

33 

28 

24 

21 

8 

18 

0.84 

27 

24 

21 

18 

15 

7 

20      iO.74 

33 

29 

25 

21 

18 

7 

15 

0.78 

25 

22 

20 

17 

14 

6 

17M 

0.68 

28 

24 

20 

17 

14 

6 

1234 

0.72 

20 

17 

15 

13 

11 

5 

14^ 

0.63 

24 

20 

16 

12 

5 

9/4 

0.65 

15 

13 

11 

9 

4 

10*^ 

0.57 

16 

13 

11 

9 

4 

7^10.59 

12 

10 

8 

6 

3 

7^2 

0.52 

11 

9 

7 

3 

0.53 

9 

7 

5 

160           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

For  radius   of    gyration    axis    X-X    using         '*  —  6K-*-*i 
12,000    pounds     per    square     inch     for 
lengths  of  90  radii  or  less.     Over  90  radii     x-fe  {ji~v 

17,100  —  57  -  =  pounds  per  square  inch.         P 

r                                                         «  —  SH"   > 

Size  of  Angles 
Inches 

Area  of 

wSssL  itr 

Inches            Inches 

Weight  per 
Foot  of 
Column 
Pounds 

Radius  of 
Gyration 
Axis  X-X 
Inches 

3X2HX& 

6X34          6.78 

23.1 

1.24 

3X2^X^ 

6X&           8.40 

28.6 

1.27 

3X2>|xH 

6x£i           9.97 

33.9 

1.30 

3X2^XT^ 

6X^         11.51 

39.1 

1.33 

3x2^X^ 

6x£i         13.00 

44.2 

1.36 

3X23xjX  T% 

6XA         14.50 

49.3 

1.39 

3X2^X^1 

6X^i         15.95 

54.2 

1.43 

4X3     X& 

8X&         10.86 

36.9 

1.67 

4X3     X% 

8X?i         12.96 

44.1 

1.70 

4X3     X& 

8X&         15.02 

51.07 

.73 

4X3     XYz 

8X^         17.00 

57.8 

.76 

4X3     X^ 

8XA         19-02 

64.7 

.79 

4X3     xj| 

SxJis         20.96 

71.3 

.82 

4X3     X& 

8XM         22.86 

77.7 

.86 

4X3     XM 

8XM         24.76 

84.2 

.89 

4X3     Xil 

8XH         26.62 

90.5 

1.92 

JONES    &    LAUGHLIN     STEEL    CO. 


161 


FOR    PLATE    AND    ANGLE    COLUMNS 
Square  Ends 

Rivets,  24f"  diameter.     Holes,  ||"  diameter. 
Short  legs  of  angles  riveted  to  web  plates. 
Column  weights  do  not  include  rivets. 


Length  in  Feet 


9 

10 

12 

14 

1C 

18 

20 

22 

24 

40  4 

39.0 

37.6 

36.2 

34.8 

33.4 

50.1 

49  0 

46.5 

44.0 

41.6 

39.2 

59  6 

58  7 

55.3 

51.9 

48.4 

44.9 

69  0 

68  7 

64.2 

59.7 

55.1 

50.7 

78  0 

73.1 

67.5 

61.9 

56.4 

86  9 

81.9 

75.4 

68.7 

62.2 

95  9 

90.8 

83.2 

75.5 

67.9 

65  2 

61  7 

57  3 

52  9 

48  4 

44  0 

39  6 

77  5 

74  1 

69  1 

64  1 

58  9 

53  9 

48  9 

89  9 

86  6 

80  9 

75  2 

69  5 

63  8 

58  1 

.... 

102.0 
113  9 

99.0 
111.5 

92.7 
104.5 

86.4 
97.5 

80.0 
90.6 

73.7 

83.6 

67.7 
76  7 

125  5 

123  9 

116  3 

108.7 

101.1 

93.5 

86  0 

137  2 

136  3 

128  1 

119.9 

111.6 

103  5 

95  2 

148  6 

139  9 

131.0 

122  2 

113.4 

104  5 

159  7 

151  7 

142.2 

132  7 

123  3 

113  8 

1G2           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN   TONS    OF   2000    POUNDS 

For    radius    of    gyration   axis   X-X    using         *—  iox---»j 
12,000    pounds     per    square     inch     for         ^        ^J 
lengths  of  90  radii  or  less.     Over  90  radii    *~~P        ^1  X 
17,100  —  57  -  =  pounds  per  square  inch.         J,     12*-'--^ 

Size  of  Angles 
Inches 

Size  of 
Web  Plates 

Area  of 
Column 
Square 

Weight  per 
Foot  of 
Column 

Radius  of 
Gyration 
Axis  X-X 

Inches 

Pounds 

Inches 

5X3X& 

10XA 

12.77 

43.4 

2.13 

5X3X^ 

10x/^ 

15.19 

51.6 

2.15 

5X3X  •f'ff 

10X  T^ 

17.62 

59.9 

2.18 

5X3X^-12 

10XH 

20.00 

68.0 

2.21 

5X3X& 

lOx  ^ 

22.38 

76.1 

2.24 

5X3X  % 

10X  ^i 

24.69 

83.9 

2.27 

5X3X& 

lOxii 

27.00 

91.8 

2.30 

5X3X^1 
5X3XM 

ioxil 

29.26 
31.48 

99.5 
107.0 

2.34 
2.37 

10X3-8 

33.71 

114.6 

2.40 

6X4X% 

12X^ 

18.94 

64.4 

2.51 

6X4X  i3* 

12Xi^ 

22.01 

74.8 

2.54 

6X4X^ 

12X^o 

25.00 

85.0 

2.57 

12X  ^ 

27.99 

95.2 

2.60 

6X4X^ 

12x5/s 

30.94 

105.2 

2.63 

6X4X& 

12XH 

33.89 

115.2 

2.66 

6X4X  % 

36.76 

125.0 

2.69 

6X4Xif 

12Xi§ 

39.63 

134.7 

2.72 

12X3^ 

42.46 

144.4 

2.75 

6x4Xif 

12Xif 

45.25 

153.9 

2.78 

6X4X1 

12X1 

48.00 

163.2 

2.81 

\ 

JONES    &    LAUGHLIN     STEEL    CO. 


163 


FOR    PLATE   AND    ANGLE    COLUMNS 
Square  Ends 

Rivets,  ^"  diameter.     Holes,  ^|"  diameter. 
Short  legs  of  angles  riveted  to  web  plates. 
Column  weights  do  not  include  rivets. 


Length  in  Feet 


16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

76.3 
91.1 
105.7 
120.0 
134.1 
148.1 
162.0 
175.6 
188.9 
202.0 

72.0 
86.4 
100.8 
115.2 
129.2 
143.9 
158.3 
172.7 
187.1 
201.5 

113.7 
131.8 
150.0 
167.9 
185.6 
203.3 

67.9 
81.7 
95.5 
109.3 
123.0 
136.8 
150.6 
164.4 
178.1 
191.9 

108.2 
126.7 
145.2 
163.8 
182.3 
200.8 
220.6 
237.8 
254.8 
271.5 
288.0 

63.8 
77.0 
90.2 
103.3 
116.5 
129.7 
142.8 
156.0 
169.2 
182.3 

105.3 
122.9 
140.6 
158.2 
175.9 
193.5 
211.2 
228.9 
246.5 
264.2 
281.8 

59.8 
72.3 
84.9 
97.4 
110.0 
122.5 
135.1 
147.6 
160.2 
172.7 

102.3 
119.1 
135.9 
152.7 
169.5 
186.3 
203.1 
219.8 
226.6 
253.4 
270.2 

55.7 

67.6 
79.6 
91.5 
103.4 
115.4 
127.3 
139.3 
151.2 
163.1 

99.4 
115.3 
131.3 
147.2 
163.1 
179.0 
194.9 
210.8 
226.7 
242.6 
258.6 

51.6 
62.9 
74.3 
85.6 
96.9 
108.2 
119.5 
130.9 
142.2 
153.5 

96.5 
111.6 
126.6 
141.6 
156.7 
171.7 
186.8 
201.8 
216.8 
231.9 
246.9 

93.6 

107.8 
121.9 
136.1 
150.3 
164.4 
178.6 
192.8 
207.0 
221.1 
235.3 

90.7 
104.0 
117.3 
130.6 
143.9 
157.2 
170.5 
183.8 
197.1 
210.4 
223.7 

87.7 
100.2 
112.6 
125.0 
137.0 
149.9 
162.3 
174.8 
187.2 
199.6 
212.0 



...., 

Ifi4            JONES    &     LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

For  radius  of  gyration   axis  X-X  using        r^              (rfl-f"^ 

12,000    pounds    per   square   inch    for       Irnii       iDll    - 

lengths  of  90  radii  or  less.  Over  90  radii    x-JE^^^^jjfX  ;  ; 

17,100  —  57-  =pounds  per  square  inch.       If                I[.._>IL 

r                                                      !<-—  ISM*—  H 

Size  of 
Angles 
Inches 

Size  of 
Web  Plates 
Inches 

Size  of 
Cover  Plates 
Inches 

Area  of 
Column 
Square 
Inches 

Weight 
per  Foot 
of  Column 
Pounds 

Radius  of 
Gyration 
Axis  X-X 
Inches 

6X4X  % 

12X  H 

14X  M 

25.94 

88.2 

3.00 

6X4X  % 

12x  % 

14X1 

46.94 

159.6 

3.50 

6X4X   & 

12X   A 

14X  ^ 

29.01 

98.6 

3.00 

6X4X   T£ 

12X   Tff 

14X1 

50.01 

170.0 

3.48 

6X4X  Y2 

12X  ^  !  14X   14 

32.00 

108.8 

3.00 

6X4X  Yt 

12X  M  !  14X1 

53.00       180.2 

3.46 

6X4X   & 

12X   & 

14X  M 

34.99       119.0 

3.00 

6X4X   & 

12X   A 

14X1 

55.99 

190.4 

3.44 

6X4X  Ys 

12X  Ys 

14X  M 

37.94 

129.0 

3.00 

6X4X  % 

12X  ^i 

14X1 

58.94 

200.4 

3.42 

6X4X   tt 

12X   H 

14X  K 

40.89 

139.0 

3.00 

6X4X   tt 

12X   ft  \  14X1 

61.89 

210.4 

3.41 

6X4X  M 

12X  M 

14X  M 

43.76 

148.8 

3.00 

6X4X  M 

12X  M 

14X1 

64.76 

220.2 

3.39 

6X4X  % 

12X  ^ 

14X  ^ 

49.46 

168.2 

3.00 

6X4X  % 

12X  Y* 

14X1 

70.46 

239.6 

3.35 

6X4X1 

12X1 

14X  % 

55.00 

187.0 

3.00 

6X4X1 

12X1 

14X1 

76.00 

258.4 

3.31 

Additional 

for  

2-14X  ^5 

1.75 

5.95 

JONES    &    LAUGHLIN     STEEL    CO. 


165 


FOR   PLATE    AND    ANGLE    COLUMNS 
Square  Ends 

Rivets,  ^"  diameter.     Holes,  j-f"  diameter. 
Short  legs  of  angles  riveted  to  web  plates. 
Column  weights  do  not  include  rivets. 


Length  in  Feet 


22 


28 


34 


155.6150. 
281.6281. 
173.8167. 
300.0300. 
192.0184. 
318.0318, 
209.9201, 
335.9335. 
227.6218, 
353.6353, 
245.3234, 
371.3371. 
262.6251. 
388.6388. 
296.8285. 
422.8422. 
330.0319. 
456.0456 


8144. 
6281. 
6161. 
0299. 
5177. 
0318. 
3193. 
9335, 
1209, 
6353. 
9225. 
3364. 
7241. 
6380. 
4274. 
8413. 
0306. 
0446 


9139.0133, 
6272.9263 
1154.5147 
8288.7278, 
2170.0162 
0304.4293 
4185.5177, 
9320.2309 
6201.0192 
6335.9324 
7216.6207 
1861:7899. 
9232.1222 
5367.4354 
2263.1251 
4398.9384 
6294.1281 
2430.4414 


1127, 
7254 
9136, 
8269 
8150, 
9283 
6165 
0297 
5180, 
1312 
4195 
2326 
2210 
2341 
9240 
5370 
7269 
6398 


2121, 
6245 
1134, 
0259 
9148, 
5273 
8161, 
9286 
7175, 
3300 
5189 
7314 
4202 
2328 
1229 
0355 
2256 
8383 


2115.3109. 
5236.3227. 
8128.2121. 
2249.4239. 
3141.1133. 
0262.5252. 
9154.0146. 
8275.6264. 
5166.9158. 
5288.7:276. 
0179.8170. 
3301.8289. 
6192.7182. 
0314.9301. 
7218.5207. 
5341.1326. 
8244.3231. 
1367.3351 


4103.5 
2218.0 
7115.1 
6229.8 
9126.7 
0241.6 
1138.3 
5253.4 
4149.9 
9i265.1 
6161.5 
3276.9 
9173.1 
8288.7 
4196.3 
6312.2 
9219.4 
5335.7 


10.5   10.5 

11.5 

11.3 

11.0 

10.7 

10.4  10.2 

9.9     9.6 

166           JONES    &    LAUGHLIN     STEEL    CO. 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

For  radius  of  gyration  axis  X-X  using        f|                fi"~¥ 

12,000    pounds    per  square    inch  for         L^Lj^J'    - 

lengths  of  90  radii  or  less.  Over  90  radii     x~|              n!'*3 

17,100  —  57-  =  pounds  per  square  inch.                           V--*- 
r                                                       *---  HH-'-'-X 

Size  of 
Angles 
Inches 

Size  of 
Web  Plates 
Inches 

Size  of 
Cover  Plates 
Inches 

Area  of 
Column 
Square 
Inches 

Weight 
per  toot 
of  Column 
Pounds 

Radius  of 
Gyration 
AxisX-X 
Inches 

6X6X^ 

14X  /^ 

14X& 

31.44 

106.9 

2.89 

6x6x^ 

14x5^ 

14XM 

43.69 

148.5 

3.25 

6X6x'A 

14Xi^ 

35.12 

119.4 

2.85 

6X6X  T^ 

14X  A 

14  X  /^ 

47.37 

161.1 

3.20 

6X6XH 

I4x% 

14X^ 

38.75 

131.8 

2.82 

6x6x^ 

14X34 

14X3^ 

51.00 

173.4 

3.16 

6X6X& 

14Xfk 

42.39 

144.1 

2.80 

6X6X& 

14X  $s 

14X  % 

54.64 

185.8 

3.12 

6X6x|i 

14X^ 

14^^ 

45.94 

156.2 

2.79 

6X6X^8 

14X^8 

14X/4 

58.19 

197.8 

3.10 

6X6XH 

]4X  ^ 

14X^ 

49.50 

168.3 

2.79 

6x6Xii 

14XH 

14XM 

61.75 

209.9 

3.08 

6X6X  ^ 

14x  /^ 

14X  A^ 

53.01 

180.2 

2.79 

6X6XM 

14X% 

14XM 

65.26 

221.9 

3.06 

6X6Xif 

14Xil 

56.49 

192.1 

2.79 

6X6XH 

14XH 

14X% 

68.74 

233.0 

3.05 

6X6XK 

14X  l/^ 

]4X  ^. 

59.96 

203.9 

2.80 

6X6X>8 

14Xj£ 

14X^1 

72.21 

245.5 

3.04 

Additional 

fnr 

2-14  X  A 

1.75 

5.95 

^    AI/'N  To 

i 

JONES 


LAUGHLIN     STEEL    CO. 


167 


FOR  PLATE  AND  ANGLE  COLUMNS 
Square  Ends 

Rivets,  ^"  diameter. 
Holes,  -J-f  "  diameter. 
Column  weights  do  not  include  rivets. 


Length  in  Feet 


20 

22 

24 

26 

28 

30 

32 

34 

36 

134.9 
208.0 
148.2 

38 

40 

188.6 
262.1 
210.7 

187.0 
262.1 
207.4 

179.6 
262.1 
198.9 

172.2 
254.0 
190.5 

164.7 
244.8 
182.0 

157.3 
235.6 
173.6 

149.8 
222.4 
165.1 

142.4 
217.2 
156.7 

127.4120.0 
198.81189.6 
139.8131.3 

284.2  284.2j284.2!273.3  263.2:253.1 243.0232.9222.8212.7202.6 

232.5  227.9  21 8.5  209.1 199.8  190.4 181 .01 71 .6il62.2152.9|143.5 
306.0  306.0'303.6  292.5  281.51270.4259.41248.3,237.31226.21215.2 

254.0  248.5  238.2,227.9  217.6  207.3 197.0 186.6il76.3|166.0jl55.7 

327.8  327.6  323.41311.5,299.5  287.6 275.6263.7|251.7j239.8i227.8 

275.6  269.0  257.8  246.5  235.3  224.0212.8201.5jl90.3!179.0|167.7 

349.1  349.1  343.4  330.6  317.7  304.9292.0279.2266.3253.5240.6 
297.0,289.5  277.4  265.3i253.2  241.1!229 .021 6.8 204.7J192.6 180.5 
370.5  370.5  363.1  349.4J335.7  322.0308.3294.6280.8l267.1j253.4 
318.0  310.0  297.0  284.0  271 .0  258.0 245.0;232.0219.0;206.0|193.0 
391.5  391 .5  383.3J368.6  354.0  339.3 324.7i310.0 295.4'280.7J266.1 

338.9  330.6|316.8i302.9  289.1:275.3  261 .4:247.6:233.8 219.9;206.1 
412.4  412.4|402.6  387.2  371.8  356.4341.0325.6310.2 294.8;279.4 

359.7  351.51336.8  322.2  307.5:292.8278.2263.5248.8234.11219.5 

433.2  433.2  422.6  406.4  390.2  374.1  ;357.9(341 .7|325.5|309.3|293.2 

10.5    10.5    12.0    11.8    11.6    11.4  11.2  11.0  10.8  10.6  10.4 


168           JONES    &    LAUGHL 

IN     STEEL    CO 

SAFE    LOADS    IN    TONS    OF    2000    POUNDS 

For  radius  of  gyration  axis  X-X  using        j<  14^«._^) 

12,000  pounds    per   square   inch    for       ^                   f~*~ 

lengths  of  90  radii  or  less.    Over  90  radii 

1 

^J     ; 

^MggJ    X  ^J 

17,100  —  57—  =  pounds  per  square  inch. 

Size  of  Angles 
Inches 

Size  of 
Web  Plates 
Inches 

Size  of 
Cover 
Plates 
Inches 

Area  of 
Column 
Square 
Inches 

Weight 
per  Foot 
of  Column 
Pounds 

Radius 
of 
Gyration 
Axis  X-X 
Inches 

6x6X  Y% 

HX  y 

22.69 

77   15 

2  29 

6x6X  A 

14X   A 

26.37 

89  66 

2  32 

6X6X  % 

30  00 

102  00 

2  35 

6X6X   -fs 

14X   A 

33  64 

114  38 

2  38 

6X6X  % 

37  19 

126  45 

2  41 

6X6X   H 

14X   H 

40  75 

138  55 

2  44 

6X6X   M 

14X   % 

44.26 

150.48 

2.47 

6X6X   H 

14X   H 

47.74 

162.32 

2.50 

6X6X  % 

14X  Y% 

51.21 

174.11 

2.53 

6X6X   it 

14X   if 

54  65 

185  81 

2  56 

6X6X1 

14X1 

58  00 

197  20 

2  59 

6X6X1 

14X1 

i4x  y± 

65.00 

221.00 

2.78 

6X6X1 

14X1 

14X  YB 

68.50 

232.90 

2.86 

6X6X1 

14X1 

i4x  y* 

72.00 

244.80 

2.93 

6X6X1 

14X1 

14X  5/s 

75.50 

256.70 

2.99 

6X6X1 

14X1 

14X   % 

79.00 

268.60 

3.04 

6X6X1 

14X1 

14X   7A 

82.50 

280.50 

3.09 

6X6X1 

14X1 

14X1 

86.00 

292.40 

3.14 

JONES    &    LAUGHLIN     STEEL    CO. 


169 


FOR    PLATE    AND    ANGLE    COLUMNS 
Square  Ends 

Rivets,  "$£"  diameter. 
Holes,  |f"  diameter. 
Column  weights  do  not  include  rivets. 


Length  in  Feet 


16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

136 

133 

126 

119 

113 

106 

99 

92 

86 

79 

158 

156 

148 

140 

133 

125 

118 

111 

103 

94 

180 

178 

170 

161 

153 

145 

137 

129 

119 

108 

202 

201 

191 

182 

173 

165 

156 

148 

135 

123 

223 

223 

213 

202 

193 

184 

175 

166  152 

138 

245 

245 

235 

223 

213 

204 

194 

184  168 

153 

266 

266 

256 

244 

233 

223 

213 

203  1  185 

167 

286 

286 

278  264 

254 

243 

232 

221  202 

182 

307 

307 

300 

285 

274 

262 

251 

2401218 

197 

328 

328 

321 

306 

294 

283 

270 

258 

235 

212 

348 

348 

343 

327 

314 

301 

289 

276 

251 

226 

390 

390 

390 

380 

364 

348 

332  316  300 

284 

268 

252 

236 

411 

411 

411 

405 

388 

372 

355 

3391323 

306 

290 

273 

257 

432 

432 

432 

429 

413 

397 

379 

362  345 

328 

311 

295 

278 

453 

453 

453 

453 

437 

420 

402 

385  368 

350 

333 

316 

299 

474 

474 

474 

474 

461 

444 

426 

308  390 

373 

355  337 

320 

495 

495 

495 

495 

486 

467 

449 

431  413 

395 

3771359 

340 

516 

516 

516 

516 

510 

491 

473 

454 

436 

417 

399 

380 

361 

170 


JONES    &    LAUGHLIN     STEEL    CO. 


O 


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JONES    &    LAUGH  LIN     STEEL    CO.           171 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Hollow  Cylindrical  Cast-  Iron  Columns 

E 

LENGTH  OF  COLUMNS  IN   FEET 

w 

H          «3 

0  ^  Q 

s 

0 

a* 
*% 

**! 

BS  §.& 

i-i  w 

"  °  t/T 

Q  *"H 

w 

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2 

8 

10 

12 

14 

16 

18 

20 

22 

24 

§~ 
w 

W    Q    P) 

3 
O 

~ 

CO 

*  £ 

6 

26.2 

23.0 

20.1 

17.5 

15.2 

13.2 

11.5 

8.6 

26.95 

6 

37.5 

33.0 

28.8 

25.0 

21.7 

18.9 

16.5 

12.4 

38.59 

6       H    42.7 

37.6 

32.8 

28.5 

24.7 

21.5 

18.8 

14.1 

43  96 

6     1 

47  fi 

41  9 

36  5 

31  8 

27.6 

24.0 

21.0 

15.7 

49.01 

6     IJi    52.2 

46.0 

40.1 

34.8 

30.2 

26  3 

23  0 

17  2 

53.76 

47.7 

43.1 

38.5 

34.3 

30.4 

26.9 

23.9 

21.2 

18.914.7 

45.96 

7     1  4 

61.1 

55.2 

49.3 

43.8 

38.9 

34.4 

30.6 

27.1 

24.2  18.9 

58.90 

7 

\\/i. 

67.2 

60.8 

54.3 

48.3 

42.8 

37.9 

33.7 

29.9 

26.7 

20.8 

64.77 

8      ft 

57.9 

53.3   48.6 

44.1 

39.7 

35.8 

32.2 

28.9 

26.1 

17.1 

53.29 

8     1       74.6 

68.7    62.5 

56.7 

51.1 

46.0 

41.4 

37.3 

33.6 

22.0 

68.64 

8  !  IK    89.9 

82.8    75.  5i  68.4 

61.7 

55.5 

49.9 

44.9 

40.526.5 

82.71 

9      %|  68.1 

63.  6i  58.9 

54.2 

49.6 

45.2 

41.2 

37.5 

34.1 

19.4 

60.65 

9     1       88.0 

82.3    76.2 

70.0 

64.1 

58.4 

53.2 

48.4 

44.1 

25.1 

78.40 

9     IK  106.6 

99.6   92.2 

84.8 

77.6 

70.8 

64.4 

58.7 

53.430.4 

94.94 

9     l)i  123.8 

115.7  107.1 

98.5 

90.1 

82.2 

74.8 

68.1 

62.0 

35.3 

110.26 

9  I  1%  139.6 

130.5120.8 

111.1 

101.6 

92.7 

84.4 

76.8 

69.939.9 

124.36 

10     1     1101.4 

95.  9|  89.8 

83.6 

77.4 

71.5 

65.8 

60.5 

55.5 

28.3 

88.23 

10     IK  123.3 

116.5109.1 

101.6 

94.1 

86.8 

79.9 

73  4 

67.534.4  107.23 

10  ,  1H  143.7 

135.8,127.3 

118.5 

109.7 

101.2 

93.2 

85.6 

78.7 

40.M24.99 

10  j  1MJ162.7 

153.8  144.1  134.1 

124.21.114.6 

105.5 

9?  0 

89.145.4  141.65 

11     1     1114.8 

109.41103.5 

1  97.3 

91.0 

84.8 

80.2 

73. 

67.7 

31.4    98.03 

11  i  IK  H39.9 

133.  3!  126.1 

118.6 

110.9 

103  3 

97.8 

8J»  4 

82.5:38.3  119.46 

11     1^  163.5 

155.9 

147.5 

138.6 

128.7 

12C.8 

114.3 

104.1 

96.4 

44.8;  139.  68 

11 

1M  ll*5.7 

177.1 

167.5|  157.  5 

147.3 

13^.2 

129.8 

118.3 

109.550.9  158.68 

11     2     1206.6 

196.9 

186.3 

1175.1 

163.8 

152.6 

144.4 

131.5 

121.8 

56.6  176.44 

12     1     1128.0 

122.9 

117.2 

111.0 

104.7 

98.4 

92.2 

86.1 

80.  4  34.  6!  107.  51 

12 

IK:  156.  4 

150.1 

143.1 

135.7 

127.9 

120.2 

112.6  105.2 

98.2 

42.2  131.41 

12     1^!1S3.3 

175.9 

167.7 

159.0  149.9 

140.9 

132.0123.3 

115.149.5154.10 

12  1  13O08.7 

200.4 

191.0 

181.1 

170.7 

160.4 

150.3140.5 

131.1 

56.4  175.53 

12 

2 

232.7 

223.4213.0201.9 

190.4 

178.9 

167.6 

156.6 

146.162.8195.75 

13 

1 

141.2 

136.3130.7 

124.7 

118.5 

S112.1 

105.8 

99.5 

93.5 

37.7:117.53 

13 

IK  172.8 

166.8,160.0  152.7 

145.0 

137.2 

129.4 

121.8 

114.4146.1  143.86 

13 

1^1203.0 

195.91187.9 

,179.3 

170.3 

161.1 

152.0 

143.1 

134.3 

54.2  168.98 

13 

231.6 

223.6 

214.5204.7 

194.4 

183.9 

173.5 

163.3 

153.361.91192.88 

13 

2* 

258.9 

249.9 

239.7 

228.7 

217.3 

205.5 

193.9 

182.5 

171.3 

69.1  215.56 

14 

154.3 

149.6 

144.3  138.5 

132.3 

125.9 

119.5 

113.1 

106.840.8127.60 

14 

IK 

189.2 

183.4 

176.9 

169.7 

162.2 

154.4 

146.5 

138.6 

131.0 

50.1  156  31 

14 

1M 

222.6 

215.8 

208.1 

199.7 

190.8 

181.7 

172.3  163.1 

154.  r  58.  9  183  67 

14 

m  254.4 

246.  7  237.  S 

228.3 

218.1 

207.6 

197.0186.5 

176.2 

67.4210.00 

14 

2     1284.8 

276.2266.4 

255.6244.2232.4 

220.6208.8 

197.275.4235  12 

15 

1     1167.4 

162.9 

157.8 

'  152.1 

146.0 

139.7 

133.31  126.  S 

120.4 

44.0  137  28 

15     IK  1205.  5 

200.0 

193.7  186.7 

179.3 

171.5 

163.6  155.7 

147.954.0168.48 

15     1M1  242.1 

235.7228.2 

220.0 

211.2 

202.1 

192.8183.5 

174.2 

63.6  198  74 

15 
15 

2* 

277.2 
310.8 

269.8J261.3  251.9  241.9  231.4 
302.5293.0:282.5271.2:259.5 

220.7210.1 
247.5235.5 

199.572.9227  45 
223.681.7254  90 

172 


JONES    &     LAUGHLIN     STEEL    CO 


SAFE    LOADS    IN    TONS    OF    2000    POUNDS 
For  Equal  Leg  Angle  Struts 

Assumed  strain  per  square  inch= 12,500  pounds.     Reduced 
by  Gordon's  formulae. 


SIZE  OF 
ANGLES  IN 
INCHES 

LENGTH  IN  FEET 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

8X8X1H-.. 
8X8X  ^... 

98.93 
45.80 

94.41 
44.02 

89.89 
41.85 

84.54 
39.37 

79.01 
37.05 

74.33 
34.64 

67.96 
32.16 

63.28 
29.60 

57.75 
27.51 

53.06 
25.34 

6X6X1    ...     62.1558.0853.02 
6X6X  H-.'     24.4123.1021.36 

48.95 
19.18 

43.56 
17.44 

38.94 
15.69 

34.76 
13.95 

31.4628.08 
12.64  11.33 

5X5X1    ... 
5X5X  H... 

48.6044.1041.40 
19.49^7.6915.88 

34.20 
14.08 

29.7026.10 
12.6411.04 

23.40 
9.75 

4X4X  %... 
4X4X  &.-. 

31.2027.4523.09 
12.0510.60   9.16 

19.34 
7.71 

16.85 
6.75 

8888x2 

25.9020.9017.69 
10.03,  8.36   7.10 

14.47 
5.85 

3X3XH.... 
3X3X*.... 

15.73  12.81 
6.33   5.18 

10.24 
4.03 

IS&IBxJ 

9.50 
3.55 

7.25 
2.73 

2X2XH... 
2X2X&.... 

5.41 
2.30 

JONES    &    LAUGHLIN     STEEL    CO.            173 

ULTIMATE     STRENGTH     OF    STEEL    STRUTS 

For  different  proportions  of  length  in  feet=l. 

To  least  radius  of  gyration  in  inches=r. 
Ultimate  strength  in  pounds  per  square  inch= 

Column                            Column                            Column 

Square  Bearing        Pin  and  Square  Bearing          Pin  Bearing 

50000                                 50000                                50000 

(12  I)2                                (12  I)3                              (12  l)a 

11                                     11                                     11 

SGOOOr2                             24000r2                             18000ra 

To  obtain  safe  (  For  quiescent    loads,    as  in   buildings,   divide   by  4. 

resistance      |  For  moving  loads,  as  in  bridges,  divide  by  5. 

1 

Ultimate  Strength  per 
Square  Inch,  Pounds 

1 

Ultimate  Strength  per 
Square  Inch,  Pounds 

r 

Square 

Pin  and 
_Square_ 

Pin 

r 

Square 

Pin  and 
Square 

Pin 

3.0 

48262 

47437 

46637 

11.6 

32500 

27662 

24087 

3.2 

48037 

47100 

46212 

11.8 

32112 

272.50 

23662 

3.4 

47787 

46750 

45762 

12.0 

31725 

26825 

23237 

3.6 

47537 

46387 

45300 

12.2 

31337 

26412 

22825 

3.8 

47275 

46012 

44825 

12.4 

30962 

26012 

22425 

4.0 

46987 

45625 

44325 

12.6 

30587 

25612 

22025 

4.2 

46700 

45212 

43812 

12.8 

30212 

25225 

21637 

4  4 

46400 

44800 

43300 

13.0 

29837 

24825 

21250 

4.6 

46087 

44375 

42762          13.2 

29462 

244.50 

20887 

4.8 

45775 

43925 

42212          13.5 

28925 

23887 

20350 

5.0 

45450 

43475 

41662          13.8 

28375 

23337 

19812 

5.2 

45112 

43025 

41112          14.0 

28025 

22975 

19475 

5.4 

44775 

42562    j     40550      1     14.2 

27687 

22625 

19137 

5.6 

44425 

42087 

39975    II     14.5 

27175 

22112 

18650 

5.8 

44075 

41600 

39400 

14.8 

26650 

21612 

18162 

6.0 

43706 

41112 

38825 

15.0 

26312 

21275 

17862 

6.2 

43337 

40625 

38237 

15.2 

25987 

20950 

17550 

6.4 

42962 

40137 

37662    , 

15.5 

25362 

20487 

17112 

6.6 

42575 

39637 

37087 

15.8 

25025 

20012 

16687 

6.8 

42187 

39137 

36500 

16.0 

24700 

19712 

16400 

7.0 

41800 

38637 

35925 

16.2 

24387 

19425 

16137 

7.2 

41412 

38137 

35337 

16.5 

23937 

18987 

15737 

7.4 

41012 

37637 

34775 

16.8 

23487 

18562 

15350 

7.6 

40612 

37137 

34200 

17.0 

23187 

18287 

15100 

7.8 

40212 

36637 

33637 

17.2 

22900 

18012 

14850 

8.0 

39812 

36123 

33075 

17.5 

22475 

17625 

14487 

8.2 

39400 

35625  ' 

32512 

17.8 

22050 

17237 

14150 

8.4 

38987 

35125 

31962 

18.0 

21775 

16987 

13925 

8.6 

38587 

34625 

31412 

18.2 

21500 

16737 

13700 

8.8 

38175 

34137 

30875 

18.5 

21100 

16375 

13375 

9.0 

37762 

33650 

30337 

18.8 

20712 

16025 

13062 

9.2 

373.50 

33162 

29812 

19.0 

20462 

15787 

12862 

9.4 

36937 

32675 

29287 

19.2 

20212 

15562 

12662 

9.6 

36537 

32200 

28785 

19.5 

19837 

15237 

12362 

9.8 

36125 

31712 

28275 

19.8 

19462 

14912 

12087 

10.0 

35712 

31250 

27775 

20.0 

19225 

14700 

11900 

10.2 

35312 

30787 

27287 

20.2 

19000 

14500 

11725 

10.4 

34900 

30325 

26800 

20.5 

186.50 

14200 

11462 

10.6 

34500 

29862 

26325 

20.8 

18312 

13900 

11212 

10.8 

34087 

29412 

25862 

21.0 

18140 

13710 

11040 

11.0 

33687 

28962 

25412 

21.2 

17870 

13520 

10880 

11.2 

33300 

28525 

24950 

21.5 

17550 

13250 

10640 

11.4 

32900 

28087 

24512 

21.8 

17240 

12980 

10410 

174           JONES    &    LAUGHLIN     STEEL    CO. 

'  RADII    OF    GYRATION 

For  Two  Equal  Legged  Angles,  Placed  Back  to  Back 

^  Jilc  —  ~J  '  *  —  ilk  mi^ 

^                     '            ( 

1  *  '1  t  "  i 

Size 
Inches 

Thickness 
Inches 

Weight 
per  Foot  of 
Single 
Angle 
Pounds  • 

Radii  of  Gyration 

r0 

'« 

ra 

r- 

8    X8 

£ 

26.4 
56.9 

2.50 
2.42 

3.32 
3.42 

3.49 
3.60 

3.58 
3.69 

6    X6 

K 

14.9 
37.4 

1.88 
1.80 

2.49 
2.59 

2.67 

2.77 

2.76 

2.87 

5     X5 

1* 

12.3 
30.6 

1.56 
1.48 

2.09 
2.19 

2.26 
2.38 

2.35 

2.48 

4     X4 

if 

6.6 
19.9 

1.25 
1.18 

1.65 
1.75 

1.84 
1.94 

1.93  N 
2.04 

3KX3J, 

it 

7.2 
17.1 

1.09 
1.02 

1.46 
1.55 

1.64 
1.74 

1.73 
1.85 

3     X3 

^ 

4.9 
11.5 

0.93 
0.88 

1.25 
1.32 

1.43 
1.51 

1.53 
1.62 

2MX2M 

8 

4.5 
8.5 

0.84 
0.80 

1.15 
1.18 

1.34 
1.38 

1.44 
1.48 

2^X2H 

fi 

3.1 

7.7 

0.78 
0.74 

1.04 
1.10 

1.22 
1.29 

1.32 

1.40 

2MX2M 

A 

2.7 
6.8 

0.70 
0.65 

0.94 
0.98 

1.12 
1.18 

1.23 
1.29 

2     X2 

A 

2.5 
6.0 

0.62 
0.58 

0.84 
0.89 

1.03 
1.09 

1.13 
1.20 

JONES    &    LAUGHLIN     STEEL    CO.            175 

RADII    OF    GYRATION 

For  Two  Unequal  Legged  Angles,  Placed  with  Longer 

Legs  Back  to  Back 

J  ^                             ^j  £_ 

^r                      w 

Size 

Thickness 

Weight 
per  Foot  of 

Radii  of  Gyration 

Inches 

Inches 

Single 

Angle 
Pounds 

r0 

fi 

r2 

r3 

6     X4 

H 

12.3 
30.6 

.93 

.85 

1.50 
1.60 

1.67 
1.79 

1.76 
1.89 

% 

11.7 

.94 

1.26 

1.43 

1.53 

X3/§ 

i 

28.9 

.85 

1.37 

1.56 

.67 

5     X4 

% 

11.0 
24.2 

.59 
.52 

1.58 
1.66 

1.75 
1.85 

.85  . 
.95 

& 

8.7 

.61 

1.33 

1.50 

.59 

5     X3J/2 

7A 

22.7 

.53 

1.42 

1.61 

.71 

5     X3 

& 

8.2 
21.3 

.61 
.54 

1.09 
1.20 

1.26 
1.39 

.35 

.49 

4V/  O  "I   / 

tk 

7.7 

.26 

1.42 

1.60 

.69 

X  0^/2 

if 

18.5 

.19 

1.50 

1.69 

.79 

4     X3 

ft 

7.2 
17.1 

.27 
.21 

1.17 
1.25 

1.35 
1.45 

.44 
.55 

3^X3 

ft 

5.3 
13.6 

1.11 
1.02 

1.20 
1.28 

1.38 
1.48 

.47 

.58 

3^X2^ 

if 

4.9 
12.5 

1.12 
1.06 

0.96 
1.03 

1.13 
1.23 

.23 
.33 

3\/  Ol  / 

M 

4.5 

0.95 

1.00 

1.18 

.28 

/\^,X2 

10.5 

0.90 

1.06 

1.26 

.36 

3MX2 

M 
A 

4.3 
9.0 

1.04 
1.00 

0.74 
0.79 

0.92 
0.99 

.02 
.10 

3     X2 

ft 

3.1 

7.7 

0.97 
0.92 

0.75 
0.80 

0.93 
1.00 

.03 
1.10 

2^X2 

* 

2.8 
6.8 

0.79 
0.75 

0.79 
0.84 

0.97 
1.04 

1.07 
1.15 

176 

J 

ON 

E  S    I 

t    LA 

UG 

H  L 

IN 

ST 

EE 

L 

CO. 

RADII    OF    GYRATION 

For  Two  Unequal  Legged  Angles,  Placed  with  Shorter 
Legs  Back  to  Back 


Size 

Thickness 

Weight 
per  Foot  of 

Radii  of 

Gyration 

Inches 

Inches 

Single 
Angle 

Pounds 

r° 

fl 

T> 

H 

12.3 

1.17 

2.74 

2.92 

3.01 

6     X4 

30.6 

1.09 

2.85 

3.04 

3.14 

% 

11.7 

0.99 

2.81 

3.00 

3.10 

6     X3^ 

i 

28.9 

0.92 

2.93 

3.13 

3.23 

y* 

11.0 

1.20 

2.20 

2.38 

2.48 

5     X4 

y% 

24.2 

1.14 

2.29 

2.48 

2.58 

5     X3^ 

« 

.     8.7 
22.7 

1.03 
0.96 

2.26 
2.36 

2.44 
2.55 

2.54 
2.65 

5    X3 

ft 

8.2 
21.  3 

0.85 
0.79 

2.33 
2.43 

2.51 
2.64 

2.61 
2.74 

4     X3M 

§ 

7.7 

18.5 

1.07 
1.01 

.73 

.81 

1.91 
2.01 

2.00 
2.11 

A 

7.2 

0.89 

.79 

1.97 

2.07 

4     X3 

•i 

17.1 

0.83 

.88 

2.08 

2.18 

3^X3 

5.3 

13.6 

0.91 
0.86 

.51 
.59 

1.70 

1.78 

1.79 

1.88 

• 

M 

4.9 

0.74 

.58 

1.76 

1.86 

372X2/2 

ii 

12.5 

0.67 

.66 

.86 

1.96 

\s 

4.5 

0.75 

1.31 

.50 

1.59 

3     X2^ 

y^ 

10.5 

0.72 

1.38 

.57 

1.67 

3MX2 

A 

4.3 
9.0 

0.57 
0.53 

1.51 
1.57 

.70 

.77 

1.80 
1.88 

3     X2 

i 

3.1 

7.7 

0.59 
0.55 

1.37 
1.42 

.55 
1.62 

1.65 
1.73 

2^X2 

A 

8 

2.8 
6.8 

0.60 
0.56 

1.10 
1.16 

1.28 
1.35 

1.39 
1.46 

JONES    &    LAUGHLIN     STEEL    CO.  177 


CAST    WASHERS 


Diameter  of  bolt  =  d 

A  —  4d  +  X  -inch     C  =  d  -f  >finch 

B  =  2d  +  X-inch     D  =  d 

For  sizes  not  given  below. 


W--D---X 


STANDARD  CAST  WASHER 


Diameter  of 
Bolt=d-inch 


Weight  in 
Pounds 


12M 


3 

3M 


5M 


20 


36 

46 


178 


JONES 


LAUGHLIN     STEEL    CO. 


WOODEN    BEAMS 

Table  of  safe  quiescent  loads  in  pounds  for  horizontal  rectangular  beams 
of  white  pine  or  spruce  one  inch  broad,  supported  at  both  ends,  the  load 
being  equally  distributed  over  the  span. 


\l 

OT5 

DEPTH  OF 

BEAM  IN  INCHES 

6 

'1° 

9 

10 

11 

12 

13 

14 

15 

16 

5 

800 

10901420 

1800 

2220 

2690 

3200 

3750 

4350 

5000 

5690 

6 

670 

910ill80 

1500 

1850  2240  2670  3130  3630 

4170 

4740 

7 

570 

7801010 

1290  1590  1920  2280  2680  3110 

3570 

4060 

8 

500 

680 

890  1120  1390  1680  2000  2350  2720  3130 

3566 

9 

440 

600 

790 

1000 

1210 

1490178020902420 

2780 

3160 

10 

400 

540 

710 

900 

1110 

1340 

160018802180 

2500 

2840 

11 

360 

490 

650  820 

1010 

1220  1450  1710  1980 

2270 

2590 

12 

330 

450 

590|  750 

930  1120  1330  1560 

1810 

2080 

2370 

13 

310 

420 

550 

690 

850 

1030  1230 

1440 

1680 

1920 

2190 

14 

290 

390 

510 

640 

790 

9601140 

1340 

1560 

1790 

2030 

15 

270 

360 

470 

600 

740|  900107012501450 

1670 

1900 

16 

250 

340 

440,  560 

690  840 

100011701360 

1560 

1780 

17 

230 

320 

420  530  650|  790 

94011001280 

1470 

1670 

18 

220 

300 

400  500  620  750 

8901040|  1210 

1390 

1580 

19 

210 

290 

380!  470|  590|  710 

840 

990 

1150 

1320 

1500 

20 

200 

270 

360'  450 

560  670 

800 

940 

1090 

1250 

1420 

21 

*190 

260 

340  430  530  640 

760  8901040 

1190 

1350 

22 

180 

250 

320  410J  500  610 

730  850  990 

1140 

1290 

23 

170 

240 

300  390  480,  580 

700  810  950 

1090 

1230 

24 

160 

230 

290,  370  460j  560 

670  780  910 

1040 

1180 

25 

160 

220 

280  350;  440  540 

640  750  870 

1000 

1130 

26 

150 

210 

270,  3401  420  520 

6101  720  840 

960 

1090 

27 

150 

200 

260!  330|  400  500 

590  690!  810 

920 

1050 

28 

140 

190 

250  320  390  480 

570  670  780  890 

1010 

29 

140 

190 

250!  310;  380!  460 

550  650  750  860 

980 

30 

130 

180 

240|  3001  370  450 

530 

63C 

730 

830 

950 

This  table  has  been  calculated  for  extreme  fiber  strain  of  1000  pounds  per 
square  inch,  being  one-sixth  the  breaking  strain,  ordinary  building 
timber  of  fair  quality. 

Oak  and  yellow  pine  will  carry  a  load  one-fourth  greater. 

When  more  accuracy  is  required,  the  weight  of  the  beam  itself  must  be 
deducted. 

Care  must  be  taken  to  let  the  beams  rest  for  a  sufficient  distance  on  their 
supports  to  guard  against  crushing  at  the  ends,  especially  in  placing  very 
heavy  loads  upon  short  but  deep  and  strong  beams,  i . 


JONES    &    L  A.U  GHLIN     STEEL    CO.           179 

SAFE    LOADS    IN    TONS    OF   2000    POUNDS 

Square  Wooden  Posts 

Half  seasoned  white  or  common  yellow  pine 

C.  Shaler  Smith's  Formula.     Safe  load  in  pounds  per  square  inch 

1 

1250 

I 

X  (  ^  X  .004  } 

l=Length  of  post  in  inches.     d=Width  of  side  in  inches 

HEIGHT 
FEET 

SIDE  OF  SQUARE  POST 
INCHES 

4 

6 

8 

10 

12 

14 

16 

18 

20 

4 
6 
8 
10 

6.4 
4.4 
3.0 

2.2 

17.8 
14.3 
11.1 
8.6 

35.0 
30.2 
25.4 
21.1 

57.2 
51.6 
45.7 
39.7 

84.6 

78.7 
71.4 
64.3 

117.0 
110.0 
102.8 
94.9 

154.6 
147.3 
140.0 
130.5 

196.8 
189.3 
181.7 
171.4 

244.2 
237.2 
229.0 
218.4 

12 
14 
16 
18 
20 

1.6 
1.2 
1.0 
.8 
.6 

6.8 
5.4 
4.4 
3.6 
3.0 

17.5 
14.5 
12.2 
10.2 
8.7 

34.2 
29.4 
25.3 
21.8 
18.9 

57.1 
50.5 
44.5 
39.2 
34.6 

86.0 
77.6 
70.0 
62.7 
56.3 

121.0 
111.2 
101.6 
92.7 
84.3 

161.3 
150.1 
139.2 
128.2 
118.2 

207.2 
194.9 
182.6 
170.2 
158.5 

22 
24 
26 
28 
30 

•  •  .  . 

2.6 
2.2 
1.9 
1.6 
1.5 

7.5 
6.5 
5.6 
5.0 
4.4 

16.5 
14.5 
12.8 
11.3 
10.1 

.30.7 
27.2 
24.3 
21.8 
19.6 

51.0 
45.6 
41.4 
37.2 
33.9 

76.7 
69.7 
63.3 
57.7 
52.9 

108.6 
100.0 
91.8 
84.6 
77.8 

147.3 
136.6 
126.8 
117.6 
108.9 

32 
34 
36 
38 
40 

.  •  .  • 

1.3 
1.1 
1.0 

.9 
.8 

3.9 
3.5 
3.2 

2.9 
2.6 

9.0 
8.2 
7.4 
6.7 
6.1 

17.6 
16.0 
14.5 
13.3 
12.2 

30.5 
27.7 
25.5 
23.5 
21.6 

48.4 
44.5 
40.9 
37.5 
34.7 

71.7 
66.4 
61.3 
56.8 
52.6 

101.1 
93.8 
87.4 
81.2 
75.6 

42 
44 
46 
48 
50 

52 

54 
56 
58 
60 

'.'.'.'. 

:::: 

2.4 
2.2 
2.0 
1.8 
1.7 

5.6 
5.1 
4.7 
4.4 
4.2 

11.2 
10.3 
9.5 
8.8 
8.2 

7.6 
7.1 
6.6 
6.2 
5.9 

19.9 
18.5 
17.1 
16.0 
14.8 

14.0 
13.2 
12.3 
11.5 
10.6 

32.2 
30.0 
27.7 
25.8 
24.1 

22.7 
21.3 
19.9 
18.8 
17.6 

49.0 
45.6 
42.6 
39.8 
37.2 

34.7 
32.8 
30.8 

28.8 
27.4 

70.8 
66.1 
61.9 
58.0 
54.3 

51.0 

48.2 
45.4 
42.8 
40.3       . 

NOTE.  —  Oak  posts  will  carry  loads  15  per  cent  greater  than  given 
above.     Southern  yellow  pine  will   carry   loads  40  per  cent  greater  than 
given   above.       The    loads  given   in  table   are    for    posts   in   permanent 
structures.      For  posts  in   temporary  structures   add  25  per  cent  to   the 
above  loads. 

180  JONES    &    LAUGHLIN     STEEL    CO. 


STANDARD    DETAIL    FOR     ROOF    TRUSSES 
C 


b[  l _E 


Load  per  square  foot  of  roof  (hori- 
zontal) =  W 

Distance  center  to  center  of  trusses 
=  m 

Number  of  panels  in  truss  =  n 

Length  of  span  in  feet  =  / 


Load  on  purlin  =  P 
Load  on  truss  =  Wy.  m". 
W  is  usually  30  to  40  Ibs. 


J^X  in  X  / 


NOTES.— Coefficients  given  in  table  on  opposite  page  are  for  dead  load 
on  roof  from  purlins  and  for  additional  stress  from  concentrated  loads,  L,  Lt 
and  L2,  suspended  from  bottom  chord  as  shown. 

Distance  from  center  to  center  of  purlins  should  not  exceed  six  feet. 

Roof  covering  generally  used,  No.  20  corrugated  steel. 


JONES    &     LAUGHLIN     STEEL    CO.  181 


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182 


JONES    &    LAUGHLIN     STEEL    CO. 


LENGTH  OF  RIVETS  FOR  VARIANT  GRIPS 

w- Grip *J 


-  -Length- 


}< Length- 


DIAMETER  IN  INCHES 


K     9i 


Length  in  Inches 


B 

£5 

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DIAMETER  IN  INCHES 


Length  in  Inches 


JONES    &    LAUGHLIN     STEEL    CO. 


183 


CONVENTIONAL    SIGNS    FOR    RIVETING 


+  o 


a 


0 


Q 


c 


Q 


Q 


C 


i: 


c 


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Two  full  heads 

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Shop  Field 

o    • 


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Countersunk  but  not  chipped  limit 


Other  side    This  side          Both 
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Flattened  head  %  high  and  not  countersunk 


184 


JONES    &    LAUGHLIN     STEEL    CO. 


SHEARING  AND  BEARING  VALUE  OF  RIVETS  FOR  QUIESCENT  LOADS  AS 
USED  IN  BUILDINGS 


D 
Ri 


JONES    &    LAUGHLIN     STEEL    CO. 


185 


IVETS  AS  USED  FOR  MOV 
NEWAYS,  ETC. 


R 


SHEARING  AND  BEARING  VALUE  OF 
IN  BRIDGES,  CRA 


Plate  at  15,000  Ibs.  pe 
ss  of  Plate  X  15,000  I 


Value  for  Different  Thickn 
(  =  Diameter  of  Rivet  X 


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186 


JONES    &     LAUGHLIN     STEEL    CO. 


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JONES    &    LAUGHLIN     STEEL    CO.  187 

Standard  specifications  governing  the 
chemical  and  physical  properties  of  struct- 
ural and  special  open-hearth  plate  and  rivet 
steel,  as  adopted  by  the  Association  of 
American  Steel  Manufacturers.—  Revised 
February  6,  1903. 

STRUCTURAL    STEEL 

PROCESS  OF  MANUFACTURE 

1.  Steel  may  be  made  by  either  the  open-hearth  or  Bessemer 
process. 

TESTING  AND  INSPECTION 

2.  All  tests  and  inspections  shall  be  made  at  the  place  of 
manufacture  prior  to  shipment. 

TEST  PIECES 

3.  The  tensile  strength,  limit  of  elasticity  and  ductility  shall 
be  determined  from  a  standard  test  piece  cut  from  the  finished 
material.     The  standard  shape  of  the  test  piece  for  sheared 
plates  shall  be  as  shown  by  the  following  sketch : 


_  JP_aErallel_Se_ctl<HL  _  _ 
Xot  le 


__ 
less  than  9* 


tr 


*C_i:_i"_<Ltc_i A  bout  13^ J 

Piece  to  be  of  same  thickness  as  the  plate 


On  tests  cut  from  other  material  the  test  piece  may  be  either 
the  same  as  for  sheared  plates  or  it  may  be  planed  or  turned 
parallel  throughout  its  entire  length,  and  in  all  cases  where 
possible  two  opposite  sides  of  the  test  piece  shall  be  the  rolled 


188          JONES    &    LAUGHLIN    STEEL    CO. 


surfaces.  The  elongation  shall  be  measured  on  an  original 
length  of  8  inches,  except  as  modified  in  section  12,  paragraph  c. 
Rivet  rounds  and  small  bars  shall  be  tested  of  full  size  as  rolled. 
Two  test  pieces  shall  be  taken  from  each  melt  or  blow  of 
finished  material,  one  for  tension  and  one  for  bending;  but  in 
case  either  test  develops  flaws,  or  the  tensile  test  piece  breaks 
outside  of  the  middle  third  of  its  gauged  length,  it  may  be  dis- 
carded and  another  test  piece  substituted'therefor. 

ANNEALED  TEST  PIECES 

4.  Material  which  is  to  be  used  without  annealing  or  further 
treatment  shall  be  tested  in  the  condition  in  which  it  conies 
from  the  rolls.     When  material  is  to  be  annealed  or  otherwise 
treated  before  use,  the  specimen  representing  such  material 
shall  be  similarly  treated  before  testing. 

MARKING 

5.  Every  finished  piece  of  steel  shall  be  stamped  with  the 
blow  or  melt  number,  and  steel  for  pins  shall  have  the  blow 
or  melt  number  stamped  on  the  ends.     Rivet  and  lacing  steel, 
and  small  pieces  for  pin  plates  and  stiffeners,  may  be  shipped  in 
bundles  securely  wired  together,  with  the  blow  or  melt  number 
on  a  metal  tag  attached. 

FINISH 

6.  Finished  bars  shall  be  free  from  injurious  seams,  flaws  or 
cracks,  and  have  a  workmanlike  finish. 

CHEMICAL   PROPERTIES 

7a.  Steel  for  buildings,  train  sheds,  highway  bridges  and 
similar  structures,  maximum  phosphorus  .10  per  cent. 

7&.  Steel  for  railway  bridges,  maximum  phosphorus  .08  per 
cent. 

PHYSICAL  PROPERTIES 

8.  Structural  steel  shall  be  of  three  grades,  Rivet,  Railway 
Bridge  and  Medium. 


JONES    &    LAUGHLIN     STEEL    CO.  189 


RIVET  STEEL 

9.  Ultimate  strength,  48,000  to  58,000  pounds  per  square 
inch.   Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 
Percentage  of  elongation, 

1,400,000 

ultimate  strength'  Bending  test>  18°  deSrees  flat  on  itself> 
without  fracture  on  outside  of  bent  portion. 

STEEL  FOR  RAILWAY  BRIDGES 

10.  Ultimate  strength,  55,000  to  65,000  pounds  per  square 
inch.   Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 
Percentage  of  elongation, 

1,400,000 

ultimate  strength'  Bendin8  test'  18°  deSrees  to  a  diameter 
equal  to  thickness  of  piece  tested,  without  fracture  on  outside 
of  bent  portion. 

MEDIUM  STEEL 

11.  Ultimate  strength,  60,000  to  70,000  pounds  per  square 
inch.  Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 
Percentage  of  elongation, 

1,400,000 

ultimate  strength*  BendinS  test>  18°  deSrees  to  a  diameter 
equal  to  thickness  of  piece  tested,  without  fracture  on  outside  of 
bent  portion. 

MODIFICATIONS  IN   ELONGATION  FOR  THIN  AND 
THICK  MATERIAL 


in  thickness,  the  following  modifications  shall  be  made  in  the 
requirements  for  elongation: 

a.  For  each  increase  of  3^-inch  in  thickness  above  ^-inch, 
a  deduction  of  1  per  cent,  shall  be  made  from  the  specified  elon- 
gation, except  that  the  minimum  elongation  shall  be  20  per 
cent,  for  eye-bar  material  and  18  per  cent,  for  other  structural 
material. 

b.  For  each  decrease  of  ^g-inch  in  thickness  below  -A-inch, 
a  deduction  of  2^  per  cent,  shall  be  made  from  the  specified 
elongation. 


190  JONES    &    LAUGHLIN     STEEL    CO. 


c.  In  rounds  of  ^-inch  or  less  in  diameter,  the  elongation 
shall  be  measured  in  a  length  equal  to  eight  times  the  diameter 
of  section  tested. 

d.  For  pins  made  from  any  of  the  before-mentioned  grades 
of  steel,  the  required  elongation  shall  be  5  per  cent,  less  than 
that  specified  for  each  grade,  as  determined  on  a  test  piece, 
the  center  of  which  shall  be  1  inch  from  the  surface  of  the  bar. 

VARIATION  IN  WEIGHT 

13.  The  variation  in  cross-section  or  weight  of  more  than  2% 
per  cent,  from  that  specified  will  be  sufficient  cause  for  rejection 
except  in  the  case  of  sheared  plates,  which  will  be  covered  by 
the  following  permissible  variations: 

a.  Plates  12%  pounds  per  square  foot  or  heavier,  up  to  100 
inches  wide,  when  ordered  to  weight,  shall  not  average  more 
than  2%  per  cent,  variation  above  or  2%  per  cent,  below  the 
theoretical  weight.  When  100  inches  wide  and  over,  5  per  cent, 
above  or  5  per  cent,  below  the  theoretical  weight. 

&.,  Plates  under  12^  pounds  per  square  foot,  when  ordered 
to  weight,  shall  not  average  a  greater  variation  than  the 
following : 

Up  to  75  inches  wide,  2%  per  cent,  above  or  2^  per  cent, 
below  the  theoretical  weight.  75  inches  wide  up  to  100  inches 
wide,  5  per  cent,  above  or  3  per  cent,  below  the  theoretical 
weight.  When  100  inches  wide  and  over,  10  per  cent,  above 
or  3  per  cent,  below  the  theoretical  weight. 

c.  For  all  plates  ordered  to  gauge  there  will  be  permitted 
an  average  excess  of  weight  over  that  corresponding  to  the 
dimensions  on  the  order  equal  in  amount  to  that  specified  in 
the  following  table: 


JONES    &    LAUGHLIN     STEEL    CO 


TABLE   OF  ALLOWANCES  FOR  OVERWEIGHT  FOR  RECTAN- 
GULAR PLATES  WHEN  ORDERING  TO  GAUGE 

Plates  will  be  considered  up  to  gauge  if  measuring  not  over 
T^-inch  less  than  the  ordered  gauge 

PLATES  X'INCH  AND  OVER  IN  THICKNESS 


WIDTH  OF  PLATE 

OF  PLATE 

Up  to 

75  Inches  to 

Over  100 

Over  115 

INCH 

75  Inches 

100  Inches 

to  115  Inches 

Inches 

Per  Cent 

Per  Cent 

Per  Cent 

Per  Cent 

M 

10 

14 

18 

rV 

8 

12 

16 

3/£ 

7 

10 

13 

17 

T5 

6 

8 

10 

13 

/^ 

5 

7 

9 

12 

& 

43^ 

6^2 

83^ 

11 

H 

4 

6 

8 

10 

Over  Y% 

3y* 

5 

6^ 

9 

PLATES  UNDER   I/-INCH  IN  THICKNESS 


WIDTH  OF  PLATE 

OF  PLATE 
INCH 

Up  to  50  inches 
Per  Cent 

50  Inches  to 
70  Inches 
Per  Cent 

Over  70  inches 
Per  Cent 

y*  UP  to  /z 

10 

15 

20 

352    Up  tO   & 

8H 

12^ 

17 

TIT  Up  tO  >| 

7 

10 

15 

NOTE. — The  weight  of  1  cubic  inch  of  rolled  steel  is  assumed  to  be 
0.2833  pound. 

STRUCTURAL    CAST-IRON 

1.  Except  when  chilled  iron  is  specified,  all  castings  shall  be 
tough  gray  iron,  free  from  injurious  cold-shuts  or  blow-holes, 
true  to  pattern,  and  of  a  workmanlike  finish.  Sample  pieces 
one  inch  square,  cast  from  the  same  heat  of  metal  in  sand 
molds,  shall  be  capable  of  sustaining  on  a  clear  span  of  4  feet 

8  inches  a  central  load  of  500  pounds  when  tested  to  the  rough 
bar. 


192  JONES    &    LAUGHLIN     STEEL    CO. 

SPECIAL    OPEN-HEARTH    PLATE    AND 
RIVET    STEEL 

TESTING  AND  INSPECTION 

1.  All  tests  and  inspections  shall  be  made  at  the  place  of 
manufacture  prior  to  shipment. 

TEST  PIECES 

2.  The  tensile  strength,  limit  of  elasticity  and  ductility  shall 
be  determined  from  a  standard  test  piece  cut  from  the  finished 
material.    The  standard  shape  of  the  test  piece  for  sheared 
plates  shall  be  as  shown  by  the  following  sketch : 


ParaIlel_SectIpn_ 
"Not  less  than  9" 


Piece  to  be  of  same  thickness  as  the  plate 

On  tests  cut  from  other  material  the  test  piece  may  bejeither 
the  same  as  for  sheared  plates  or  it  may  be  planed  or  turned 
parallel  throughout  its  entire  length,  and  in  all  cases  where 
possible  two  opposite  sides  of  the  test  piece  shall  be  the  rolled 
surfaces.  The  elongation  shall  be  measured  on  an  original 
length  of  8  inches,  except  as  modified  in  section  12,  paragraph  c. 
Rivet  rounds  and  small  bars  shall  be  tested  of  full  size  as  rolled. 
Four  test  pieces  shall  be  taken  from  each  melt  of  finished  ma- 
terial, two  for  tension  and  two  for  bending;  but  in  case  either 
test  develops  flaws,  or  the  tensile  test  piece  breaks  outside  of 
the  middle  third  of  its  gauged  length,  it  may  be  discarded  and 
another  test  piece  substituted  therefor. 

ANNEALED  TEST  PIECES 

3.  Material  which  is  to  be  used  without  annealing  or  further 
treatment  shall  be  tested  in  the  condition  in  which  it  comes 
from  the  rolls.  When  material  is  to  be  annealed  or  otherwise 


JONES    &    LAUGHLIN     STEEL    CO.  193 


treated  before  use,  the  specimen  representing  such  material 
shall  be  similarly  treated  before  testing. 

MARKING 

4.  Every  finished  piece  of  steel  shall  be  stamped  with  the 
melt  number.   Rivet  steel  may  be  shipped  in  bundles  securely 
wired  together,  with  the  melt  number  on  a  metal  tag  attached. 

FINISH 

5.  All  plates  shall  be   free  from  injurious  surface   defects 
and  have  a  workmanlike  finish. 

CHEMICAL   PROPERTIES 

6a.  Flange  or  Boiler  Steel,  maximum  phosphorus  .06  per 
cent.,  maximum  sulphur  .04  per  cent. 

6Z>.  Extra  Soft  and  Fire  Box  Steel,  maximum  phosphorus  .04 
per  cent.,  maximum  sulphur  .04  per  cent. 

PHYSICAL  PROPERTIES 

7.  Special  Open-hearth  Plate  and  Rivet  Steel  shall  be  of 
three  grades,  Extra  Soft,  Fire  Box  and  Flange  or  Boiler 
Steel. 

EXTRA  SOFT  STEEL 

8.  Ultimate  strength,  45,000  to  55,000  pounds  per  square 
inch.  Elastic  limit,  not  les^  than  one-half  the  ultimate  strength. 
Elongation,  28  per  cent.     Cold  and  Quench  Bends,  180  degrees 
flat  on  itself,  without  fracture  on  outside  of  bent  portion. 

FIRE  Box  STEEL 

9.  Ultimate  strength,  52,000  to  62,000  pounds  per  square 
inch.  Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 
Elongation,  26  per  cent.  Cold  and  Quench  Bends,  180  degrees 
flat  on  itself,  without  fracture  on  outside  of  bent  portion. 

FLANGE  OR  BOILER  STEEL 

10.  Ultimate  strength,  55,000  to  65,000  pounds  per  square 
inch.  Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 


194  JONES    &    LAUGHLIN     STEEL    CO. 


Elongation,  25  per  cent.  Cold  and  Quench  Bends,  180  degrees 
flat  on  itself,  without  fracture  on  outside  of  bent  portion. 

BOILER  RIVET  STEEL 

11.  Steel  for  boiler  rivets  shall  be  made  of  the  extra  soft 
grade  specified  in  paragraph  No.  8. 

MODIFICATIONS  IN  ELONGATION  FOR  THIN  AND 
THICK  MATERIAL 

12.  For  material  less  than  ^-inch  and  more  than  j^-inch 
in  thickness,  the  following  modifications  shall  be  made  in  the 
requirements  for  elongation: 

a.  For  each  increase  of  ^-inch  in  thickness  above  %-inch, 
a  deduction  of  1  per  cent,  shall  be  made  from  the  specified 
elongation. 

b.  For  each  decrease  of  -j^-inch  in  thickness  below  -&-inch, 
a  deduction  of  2%  per  cent,  shall  be  made  from  the  specified 
elongation. 

c.  In  rounds  of  ^-inch  or  less  in  diameter,  the  elongation 
shall  be  measured  in  a  length  equal  to  eight  times  the  diameter 
of  section  tested. 

VARIATION  IN  WEIGHT 

13.  The  variation  in  cross-section  or  weight  of  more  than  2^ 
per  cent,  from  that  specified  will  be  sufficient  cause  for  rejection 
except  in  the  case  of  sheared  plates,  which  will  be  covered  by 
the  following  permissible  variations: 

a.  Plates  12%  pounds  per  square  foot  or  heavier,  up  to  100 
inches  wide,  when  ordered  to  weight,  shall,  jiot  average  more 
than  2^2  per  cent,  variation  above  or  2}/2  per  cent,  below  the 
theoretical  weight.  When  100  inches  wide  and  over,  5  per  cent. 
above  or  5  per  cent,  below  the  theoretical  weight. 

b.  Plates  under  12^o  pounds  per  square  foot,  when  ordered 
to  weight,   shall   not  average  a  greater  variation  than  the 
following: 

Up  to  75  inches  wide,  2%  per  cent,  above  or  iy>  per  cent, 
below  the  theoretical  weight.    75  inches  wide  up  to  100  inches 


JONES    &    LAUGHLIN 

S  T  E  E  L    C  0  .           195 

wide,  5  per  cent,  above  or  3  per  cent,  below  the 

theoretical 

weight.     When  100  inches  wide  and  over,  10  per  cent,  above 

or  3  per  cent,  below  the  theoretical  weight. 

c.  For  all  plates  ordered  to  gauge 

there  will  be  permitted 

an  average  excess  of  weight  over  that  corresponding  to  the  di- 

mensions on  the  order  equal  in  amount  to  that  specified  in  the 

following  table: 

TABLE  OF  ALLOWANCES 

FOR  OVERWEIGHT  FOR  RECTAN- 

GULAR 

PLATES  WHEN  ORDERED  TO  GAUGE 

Plates  will  be 

considered 

up  to  gauge 

if  measuring  not  over 

Tiy^-inch  less  than  ordered  gauge 

PLATES  ^-INCH 

AND  OVER 

IN  THICKNESS 

WIDTH  OF  PLATE 

THICKNESS 
OF  PLATES 

Up  to 

75  Inches  to 

Over  100  Inche 

s     Over  115 

INCHES 

75  Inches 

100  Inches 

to  115  Inches 

Inches 

Per  Cent 

Per  Cent 

Per  Cent 

Per  Cent 

M 

10 

14 

18 

1 

8 

12 

16 

7 

10 

13 

17 

Tff 

6 

8 

10 

13 

L£ 

5 

7 

9 

12 

fV 

4^3 

6/^ 

8/^ 

11 

5/Q 

4 

6 

8 

10 

Over  % 

VA 

5 

VA 

9 

PLATES  UNDER  J^-INCH  IN  THICKNESS 

WIDTH  OF  PLATE 

OF  PLATE 
INCHES 

50  Inches  to 
Up  to  50  Inches            70  Inches            Ov 
Per  Cent                   Per  Cent 

er  70  Inches 
Per  Cent 

3/8  up  to  3^2  ' 

10 

15 

20 

/2   Up  tO  ^6 

8}/2 

1 

VA 

17 

ft  up  to  M 

7 

10 

15 

NOTE.  —  The  weight  of  1  cubic  inch  of  rolled  steel  is  assumed  to  be  0.2833 

.     pound. 

196           JONES    &    LAUGHLIN     STEEL    CO. 

WEIGHTS   OF    FLAT    ROLLED    STEEL 

Per  Lineal  Foot 

For  thicknesses  from  &"  to  2"  and  widths  from  1"  to  12%" 

I 

WIDTH  IN  INCHES 

|| 

1 

IX 

i% 

i* 

2 

2X 

2% 

2K 

12 

N~ 

., 

.638 

.797 

.957 

1.11 

1.28 

1.44 

1.59 

1.75 

7.65 

M 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.12 

2.34 

10.20 

& 

1.06 

1.33 

1.59 

1.86 

2.12 

2.39 

2.65 

2.92 

12.75 

3/g 

1.28 

1.59 

1.92 

2.23 

2.55 

2.87 

3.19i  3.51 

15.30 

A 

1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72   4.09 

17.85 

1.70 

2.12 

2.55 

2.98 

3.40 

3.83 

4.25 

4.67 

20.40 

A 

1.92 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

22.95 

% 

2.12 

2.65 

3.19 

3.72 

4.25 

4.78 

5.31    5.84 

25.50 

H2.34 

2.92 

3.51 

4.09 

4.67 

5.26 

5.84 

6.43 

28.05 

/4 

2.55 

3.19 

3.83 

4.47 

5.10 

5.75 

6.38 

7.02 

30.60 

tt 

2.76 

3.45 

4.14 

4.84 

5.53 

6.21 

6.90 

7.60 

33.15 

|^  2.98 

3.72 

4.47 

5.20 

5.95 

6.69 

7.44   8.1835.70 

tt|3.19 

3.99 

4.78 

5.58 

6.38 

7.18 

7.97   8.77 

38.25 

1     3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

40.80 

1^3.61 

4.52 

5.42 

6.32 

7.22 

8.13 

9.03 

9.93 

43.35 

1^3.83 

4.78 

5.74 

6.70 

7.65 

8.61 

9.57 

10.52 

45.90 

1&4.04 

5.05 

6.06 

7.07 

8.08 

9.09 

10.1011.11 

48.45 

1M 

4.25 

5.31 

6.38 

7.44 

8.50 

9.57 

10.63 

11.69 

51.00 

1A 

4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16 

12.27 

53.55 

1^4.67 

5.84 

7.02 

8.18 

9.35 

10.52 

11.6912.85 

56.10 

1&4.89 

6.11 

7.34 

8.56 

9.78 

11.00 

12.2213.44 

58.65 

IK 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

61.20 

1& 

5.32 

6.64 

7.97 

9.30 

10.63 

11.95 

13.28 

14.61 

63.75 

1^5.52 

6.90 

8.29 

9.67 

11.05 

12.43 

13.81  15.19 

66.30 

1HI5.74 

7.17 

8.61 

10.04 

11.47 

12.91 

14.3415.78 

68.85 

1M 

5.95 

7.44 

8.93 

10.42 

11.90 

13.40 

14.8816.37 

71.40 

lif 

6.16 

7.70 

9.24 

10.79 

12.33 

13.86 

15.4016.95 

73.95 

J7X 

6.38 

7.97 

9.57 

11.15 

12.75 

14.3415.9417.53 

76.50 

1^| 

6.59 

8.24 

9.88 

11.53 

13.  18  14.  83  16.  47  18.  12J79.  05 

2 

6.80 

8.50    10.20 

11.90 

13.60 

15.30 

17.0018.70 

81.60 

JONES    &    LAUGHLIN     STEEL    CO.           197 

WEIGHTS    OF    FLAT    ROLLED    STEEL 

Per  Lineal  Foot 

v_b  i  THICKNESS 
*\Sr  1  INCHES 

WIDTH  IN  INCHES 

3 

3* 

* 

3% 

4 

«x 

4% 

4* 

12 

1.91 
2.55 

2.07 
2.76 

2.23 
2.98 

2.39 
3.19 

2.55 
3.40 

2.71 
3.61 

2.87 
3.83 

3.03 
4.04 

7.65  ' 
10.20 

A 

i 

3.19 
3.83 
4.46 
5.10 

3.45 
4.15 
4.83 
5.53 

3.72 

4.47 
5.20 
5.95 

3.99 

4.78 
5.58 
6.38 

4.25 
5.10 
5.95 
6.80 

4.52 
5.42 
6.32 

7.22 

4.78 
5.74 
6.70 
7.65 

5.05 
6.06 
7.07 
8.08 

12.75 
15.30 
17.85 
20.40 

I 

5.74 
6.38 
7.02 
7.65 

6.22 
6.91 
7.60 
8.29 

6.70 

7.44 
8.18 
8.93 

7.17 
7.97 
8.76 
9.57 

7.65 
8.50 
9.35 
10.20 

8.13 
9.03 
9.93 

10.84 

8.61 
9.57 
10.52 
11.48 

9.09 
10.10 
11.11 
12.12 

22.95 
25.50 
28.05 
30.60 

,5 

8.29 
8.93 
9.57 
10.20 

8.98 
9.67 
10.36 
11.05 

9.67 
10.41 
11.16 
11.90 

10.36 
11.16 
11.95 
12.75 

11.05 
11.90 
12.75 
13.60 

11.74 
12.65 
13.55 
14.45 

12.43 
13.39 
14.34 
15.30 

13.12 
14.13 
15.14 
16.15 

33.15 
35.70 
38.25 
40.80 

j| 

10.84 
11.48 
12.12 
12.75 

11.74 
12.43 
13.12 
13.81 

12.65 
13.39 
14.13 

14.87 

13.55 
14.34 
15.14 
15.94 

14.45 
15.30 
16.15 
17.00 

15.35 
16.26 
17.16 
18.06 

16.26 
17.22 
18.17 
19.13 

17.16 
18.17 
19.18 
20.19 

43.35 
45.90 
48.45 
51.00 

j$ 

13.39 
14.03 
14,66 
15.30 

14.50 
15.20 
15.88 
16.58 

15.62 
16.36 
17.10 
17.85 

16.74 
17.53 
18.33 
19.13 

17.85 
18.70 
19.55 
20.40 

18.96 
19.87 
20.77 
21.68 

20.08 
21.04 
21.99 
22.95 

21.20 
22.21 
23.22 
24.23 

53.55 
56.10 
58.65 
61.20 

m 

15.9417.27 
16.58il7.96 
17.2218.65 
17.8519.34 

18.60 
19.34 
20.08 
20.83 

19.92 
20.72 
21.51 
22.32 

21.25 
22.10 
22.95 
23.80 

22.58 
23.48 
24.38 
25.29 

23.91 

24.87 
25.82 
26.78 

25.24 
26.25 
27.26 
28.27 

63.75 
66.30 
68.85 
71.40 

21 

18.49 
19.13 
19.77 
20.40 

20.03 
20.72 
21.41 
22.10 

21.57 
22.31 
23.06 
23.80 

23.11 
23.91 
24.70 
25.50 

24.65 
25.50 
26.35 
27.20 

26.19 
27.10 
28.00 
28.90 

27.73 
28.69 
29.64 
30.60 

29.27 
30.28 
31.29 
32.30 

73.95 
76.50 
79.05 
81.60 

' 

198 


JONES    &    LAUGHLIN     STEEL    CO. 


WEIGHTS    OF    FLAT    ROLLED    STEEL 
Per  Lineal  Foot 


THICKNESS 
INCHES 

WIDTH  IN  INCHES 

5 

5tf 

5% 

5K 

G 

GK 

G% 

CK 

12 

A 
% 

3.19 
4.25 

3.35 
4.46 

3.51 
4.67 

3.67 
4.89 

3.83 
5.10 

3.99 
5.31 

4.14 
5.53 

4.30 
5.74 

7.65 
10.20 

1 

5.31 
6.38 
7.44 
8.50 

5.58 
6.69 
7.81 
8.93 

5.84 
7.02 
8.18 
9.35 

6.11 
7.34 
8.56 
9.77 

6.38 
7.65 
8.93 
10.20 

6.64 
7.97 
9.29 
10.63 

6.90 
8.29 
9.67 
11.05 

7.17 

8.61 
10.04 
11.48 

12.75 
15.30 
17.85 
20.40. 

I 

9.57 
10.63 
11.69 
12.75 

10.04 
11.16 
12.27 
13.39 

10.52 
11.69 
12.85 
14.03 

11.00 
12.22 
13.44 
14.67 

11.48 
12.75 
14.03 
15.30 

11.95 
13.28 
14.61 
15.94 

12.43 
13.81 
15.20 
16.58 

12.91 
14.34 
15.78 
17.22 

22.95 
25.50 
28.05 
30.60 

§ 

ft 

13.81 
14.87 
15.94 
17.00 

14.50 
15.62 
16.74 
17.85 

15.19 
16.36 
17.53 
18.70 

15.8816.58 
17.1017.85 
18.3319.13 
19.5520.40 

17.27 
18.60 
19.92 
21.25 

17.95 
19.34 
20.72 
22.10 

18.6533.15 
20.0835.70 
21.5138.25 
22.9540.80 

1* 

IH 

ift 

18.06 
19.13 
20.19 
21.25 

18.96 
20.08 
21.20 
22.32 

19.87 
21.04 
22.21 
23.38 

20.7721.68 
21.9922.95 
23.2224.23 
24.4425.50 

22.58 
23.91 
25.23 
26.56 

23.48 
24.87 
26.24 
27.62 

24.3943.35 
25.8245.90 
27.2548.45 
28.6951.00 

-E£-ES 

1—  1  1—  I  T—  1  T-l 

22.32 
23.38 
24.44 
25.50 

23.43 
24.54 
25.66 
26.78 

24.54 
25.71 
26.88 
28.05 

25.6626.78 
26.8828.05 
28.1029.33 
29.3330.60 

27.90 
29.22 
30.55 
31.88 

29.01 
30.39 
31.77 
33.15 

30.12 
31.56 
32.99 
34.43 

53.55 
56.10 
58.65 
61.20 

W 

26.57 
27.63 
28.69 
29.75 

27.8929.22 
29.  01130.  39 
30.1231.55 
31.2432.73 

30.5531.88 
31.7733.15 
32.9934.43 
34.2235.70 

33.20 
34.53 
35.86 
37.19 

34.53 
35.91 
37.30 
38.68 

35.8663.75 
37.2966.30 
38.7368.85 
40.1771.40 

i« 

m 
lit 

2 

30.81 
31.87 
32.94 
34.00 

32.35 
33.47 
34.59 
35.70 

33.89 
35.06 
36.23 
37.40 

35.4336.98 
36.6538.25 
37.8839.53 
39.1040.80 

1 

38.52 
39.85 
41.17 
42.50 

40.05 
41.44 

42.82 
44.20 

41.60 
43.03 
44.46 
45.90 

73.95 
76.50 
79.05 
81.60 

• 

JONES 


LAUGHLIN     STEEL    CO. 


199 


WEIGHTS    OF    FLAT    ROLLED    STEEL 
Per  Lineal  Foot 


THICKNESS 
INCHES 

WIDTH  IN  INCHES 

7 

7* 

4.62 
6.16 

7H 

m 

8 

8X 

« 

« 

12 

A 

H 

4.46 
5.95 

4.78 
6.36 

4.94 
6.58 

5.10 
6.80 

5.26 
7.01 

5.42 
7.22 

5.58 
7.43 

7.65 
10.20 

\ 

7.44 
8.93 
10.41 
11.90 

7.70 
9.25 
10.78 
12.32 

7.97 
9.57 
11.16 
12.75 

8.23 
9.88 
11.53 
13.18 

8.50 
10.20 
11.90 
13.60 

8.76 
10.52 
12.27 
14.03 

9.03 
10.84 
12.64 
14.44 

9.29 
11.16 
13.02 
14.87 

12.75 
15.30 
17.85 
20.40 

M 

13.39 

14.87 
16.36 
17.85 

13.86 
15.40 
16.94 
18.49 

14.34 
15.94 
17.53 
19.13 

14.82 
16.47 
18.12 
19.77 

15.30 
17.00 
18.70 
20.40 

15.78 
17.53 
19.28 
21.04 

16.26 
18.06 
19.86 
21.68 

16.74 
18.59 
20.45 
22.32 

22.95 
25.50 
28.05 
30.60 

1 

19.34 
20.83 
22.32 
23.80 

20.0320.72 
21.5722.32 
23.1123.91 
24.6525.50 

21.41 
23.05 
24.70 
26.35 

22.10 
23.80 
25.50 
27.20 

22.79 
24.55 
26.30 
28.05 

23.48 
25.30 
27.10 
28.90 

24.17 
26.04 
27.89 
29.75 

33.15 
35.70 
38.25 
40.80 

jl 

25.29 

26.78 
28.26 
29.75 

26.19 
27.73 
29.27 
30.81 

27.10 

28.68 
30.28 

31.88 

28.00 
29.64 
31.29 
32.94 

28.90 
30.60 
32.30 
34.00 

29.80 
31.56 
33.31 
35.06 

30.70 
32.52 
34.32 
36.12 

31.61 
33.47 
35.33 
37.20 

43.35 
45.90 
48.45 
51.00 

ii 

31.23 
32.72 
34.21 
35.70 

32.35 
33.89 
35.44 
36.98 

33.4834.59 
35.0636.23 
36.6637.88 
38.2639.53 

35.70 
37.40 
39.10 
40.80 

36.81 
38.57 
40.32 

42.08 

37.93 
39.74 
41.54 
43.35 

39.05 
40.91 

42.77 
44.63 

53.55 
56.10 
58.65 
61.20 

m 

11  1 
TS 

37.1938.51 
38.6740.05 
40.1641.59 
41.6543.14 

39.8441.17 
41.4442.82 
43.0344.47 
44.6346.12 

42.50 
44.20 
45.90 
47.60 

43.83 
45.58 
47.33 
49.09 

45.16 
46.96 
48.76 
50.58 

46.49 
48.34 
50.20 
52.07 

63.75 
66.30 

68.85 
71.40 

il 

2 

43.14 
44.63 
46.12 
47.60 

44.68 
46.22 
47.76 
49.30 

46.2247.76 
47.82:49.40 
49.  41  151.  05 
51.0052.70 

49.30 
51.00 
52.70 
54.40 

50.84 
52.60 
54.35 
56.10 

52.38 
54.20 
56.00 
57.80 

53.92 
55.79 
57.64 
59.50 

73.95 
76.50 
79.05 
81.60 

200           JONES&L 

AUG 

HLIN     STEEL    CO. 

WEIGHTS    OF 

FLAT    ROLLED    STEEL 

Per  Lineal  Foot 

V-ML  I  THICKNESS 
*\3"  1  INCHES 

WIDTH  IN  INCHES 

9 

9K 

» 

« 

10 

»« 

»K 

m 

12 

5.74 
7.65 

5.90 
7.86 

6.06 
8.08 

6.22 
8.29 

6.38 
8.50 

6.54 
8.71 

6.70 
8.92 

6.86 
9.14 

7.65 
10.20 

I 

9.56 
11.48 
13.40 
15.30 

9.83 
11.80 
13.76 
15.73 

10.10 
12.12 
14.14 
16.16 

10.36 
12.44 
14.51 
16.58 

10.62 
12.75 
14.88 
17.00 

10.89 
13.07 
15.25 
17.42 

11.16 
13.39 
15.62 

17.85 

11.42 
13.71 
15.99 
18.28 

12.75 
15.30 
17.85 
20.40 

A 

17.2217.6918.1818.6519.14 
19.  13|19.  65  20.  19  20.  72  21.  25 
21.0421.6222.2122.7923.38 
22.9623.5924.2324.8625.50 

19.61 
21.78 
23.96 
26.14 

20.08 
22.32 
24.54 

26.78 

20.5622.95 
22.8525.50 
25.13i28.05 
27.4230.60 

H 

24.86  25.55  26.24  26.94  27.62  28.32  29.00  29  .69  33  .  15 
26.7827.5228.2629.0129.7530.5031.2431.9835.70 
28.6929.4930.2831.0831.8832.6733.4834.2838.25 
30.6031.4532.3033.1534.0034.8535.7036.5540.80 

1A  32.52 
\Ys  34.43 
1&  36.34 
1M  38.26 

33.41 
35.38 
37.35 
39.31 

34.3235.22 
36.3437.29 
38.3639.37 
40.3741.44 

36.1237.03 
38.2539.21 
40.3841.39 
42.5043.56 

37.92 
40.17 
42.40 
44.63 

38.8343.35 
41.1245.90 
43.4048.45 
45.6951.00 

II 

40.16 
42.08 
44.00 
45.90 

41.  28  42.  40  43.  52!44.  64  45.  75  46.  86 
43.2544.4145.5846.7547.9249.08 
45.  22  46.  44i47.66  48.  88  50.  10  51.  32 
47.1848.4549.7351.0052.2853.55 

47.9753.55 
50.2556.10 
52.5458.65 
54.8361.20 

1^  47.82 
\Y%  49.73 
1H  51.64 
1M  53.56 

49.1450.4851.8053.1454.4655.7857.1163.75 
51.1052.4953.8755.2556.6358.0259.4066.30 
53.0754.51  55.9457.3858.81  60.2461.6868.85 
55.0456.5358.0159.5060.99,62.4863.9771.40 

P 

55.46 
57.38 
59.29 
61.20 

57.0058.5460.0961.62 
58.9760.5662.1663.75 
60.9462.5864.2365.88 
62.9064.6066.3068.00 

63.1764.70 
65.3566.94 
67.5269.18 
69.7071.40 

66.2473.95 
68.5376.50 
70.8379.05 
73.1081.60 

JONES    &     LAUGHLIN     STEEL    CO.           201 

WEIGHTS    OF    FLAT    ROLLED    STEEL 

Per  Lineal  Foot 

Ig 

WIDTH  IN  INCHES 

55  W 

SI 

'§*' 

Xi-| 

H 

11 

UK 

11% 

11* 

12 

I2X 

12% 

12% 

j; 

ft 

7.02 

7.17 

7.32 

7.49 

7.65 

7.82 

7.98 

8.13 

It 

12 

9.34 

9.57 

9.78 

10.00 

10.20 

10.42 

10.63 

10.84 

§  2 

ft 

11.68 

11.95 

12.22 

12.49 

12.75 

13.01 

13.28 

13.55 

|a 

5  rt 

8 

14.03 

14.3514.68 

14.99 

15.30 

15.62 

15.94 

16.26 

o   ^ 

16.36 

16.7417.12 

17.49 

17.85 

18.23 

18.60 

18.97 

SJa 

H 

18.70 

19.13 

19.55 

19.97 

20.40 

20.82 

21.25 

21.67 

•j«a 

<U  ""*    C 

21.02 

21.51 

22.00 

22.48 

22.95 

23.43 

23.90 

24.39 

WX^ 

/% 

23.3823.9124.4424.97 

25.50 

26.0326.56 

27.09 

"i^3 

tt 

25.7026.3026.8827.47 

28.05 

28.6429.22 

29.80 

Ki 

M 

28.05 

28.68 

29.33 

29.97 

30.60 

31.25 

31.88 

32.52 

•ill 

if 

30.40 

31.08 

31.76 

32.46 

33.15 

33.83 

34.53 

35.22 

Iff 

jf 

32.72 
35.06 

33.4734.21 
35.8636.66 

34.9535.70 
37.4638.25 

36.44 
39.05 

37.19 
39.84 

37.93 
40.64 

flf 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 

g.'c  8 

is! 

ift 

39.74 

40.6441.54 

42.45 

43.35 

44.25 

45.16 

46.06 

lU  142.08  43.04  44.00  44.94 

45.90 

46.86 

47.82 

48.77 

|lx 

1ft 

44.  42  45.  4246.  44  47.45  48.  45 

49.46 

50.46 

51.48 

1}J  46.76 

47.82 

48.88 

49.94 

51.00 

52.06 

53.12 

54.19 

ls'1 

1ft  49.08 

50.20 

51.32 

52.44 

53.55 

54.67 

55.78 

56.90 

«ll 

iy8  151.42  52.59  53.76  54.93  56.10  57.27  58.44 

59.60 

rt  <M  C 

1ft  J53.76J54.99  56.21  57.43  58.65 

59.8761.10 

62.32 

T3  C^ 

l>i 

56.10 

57.37 

58.6559.93 

61.20 

62.48 

63.75 

65.03 

'*!$ 

1ft 

58.42 

59.76 

61.1062.43 

63.75 

65.08 

66.40 

67.74 

ill 

1H  60.78:62.1663.5464.9266.30 

67.68 

69.06 

70.44 

^  8  " 

lii 

63.10  64.55  65.98  67.42  68.85 

70.29 

71.72 

73.15 

•§5 

1% 

65.4566.93 

68.43 

69.92 

71.40 

72.90 

74.38 

75.87 

wUg 

: 

^°! 

llf  67.80 

69.33 

70.86 

72.41 

73.95 

75.48 

77.03 

78.57 

|j3^ 

1^170.12 

71.72 

73.31 

74.90 

76.50 

78.09 

79.69 

81.28 

x§-S 

1H  72.46 

74.11 

75.76 

77.41 

79.05 

80.7082.3483.99 

^  ^'c 

2 

74.80 

76.50 

78.20 

79.90 

81.60 

83.30 

85.0086.70 

6<8 

202 


JONES    &    LAUGHLIN     STEEL    CO. 


WEIGHTS    AND    AREAS 

Square   and    Round    Steel,    and   also    Circumference    of 
Round  Bars 


Thickness  or 
Diameter 
Inches 

jfi 

$1 

ill 

||j 

lA 

jj!8 

|j| 

0^ 

A 

.120 

.094 

.0352 

.0276 

.5890 

M 

i 

.213 
.332 

.478 
.651 

.167 
.261 
.375 
.511 

.0625 
.0977 
.1406' 
.1914 

.0491 
.0767 
.1104 
.1503 

.7854 
.9817 
.1781 
.3744 

i 

H 

.851 
1.076 
1.329 
1.608 

.668 
.$45 
1.044 
1.263 

.2.500 
.3164 
.3906 
.4727 

.1963 
.2485 
.3068 
.3712 

.5708 
.7671 
.9635 
2.1598 

M 

ti 

1.914 
2.246 
2.605 
2.990 

1.503 
1.764 
2.046 
2.348 

.5625 
.6602 
.7656 
.8789 

.4418 
.5185 
.6013 
.6903 

2.3562 
2.5525 
2.7489 
2.9452 

A 

3.402 
3.841 
4.306 
4.798 

2.672 
3.017 
3.382 
3.768 

1.0000 
1.1289 
1.2656 
1.4102 

.7854 
.8866 
.9940 
1.1075 

3.1416 
3.3379 
3.5343 
3.7306 

M 

i 

5.316 
5.861 
6.432 
7.030 

4.175 
4.603 
5.052 
5.521 

1.5625 
1.7227 
1.8906 
2.0664 

1.2272 
1.3530 
1.4849 
1.6230 

3.9270 
4.1233 
4.3197 
4.5160 

if 

7.655 

8.306 
8.984 
9.688 

6.012 
6.524 
7.056 
7.609 

2.2500 
2.4414 
2.6406 
2.8477 

1.7671 
1.9175 
2.0739 
2.2365 

4.7124 
4.9087 
5.1051 
5.3014 

I 

10.419 
11.177 
11.961 
12.772 

8.183 
8.778 
9.394 
10.031 

3.0625 
3.2852 
3.5156 
3.7539 

2.4053 
2.5802 
2.7612 
2.9483 

5.4978 
5.6941 
5.8905 
6.0868 

Inth 

2  above  table 

one  cubic  foo 

is  assumed  t 

o  weigh  490  p 

ounds. 

JONES    &     LAUGHLIN     STEEL    CO.           203 

WEIGHTS    AND    AREAS 

Square   and    Round    Steel,  and   also    Circumference    of 
Round   Bars 

Thickness  or 
Diameter 
Inches 

!l| 

fsi 

*g* 

Weight  of 
Round  Bar 
1  Foot  Long 

!-     « 

<t.s 
$«| 

s  8" 

*ll 

m 

-Area  of 
Round  Bar 
Square  Inches 

Circumference 
of  Round  Bar 
Inches 

2 

-h 

i 

13.61 
14.47 
15.36 
16.28 

10.69 
11.36 
12.06 
12.79 

4.0000 
4.2539 
4.5156 
4.7852 

3.1416 
3.3410 
3.5466 
3.7583 

6.2832 
6.4795 
6.6759 

6.8722 

i 

i 

17.22 
18.19 
19.19 
20.21 

13.52 
14.29 
15.07 

15.87 

5.0625 
5.3477 
5.6406 
5.9414 

3.9761 
4.2000 
4.4301 
4.6664 

7.0686 
7.2649 
7.4613 
7.6576 

1 

21.26 
22.34 
23.44 
24.57 

16.70 
17.55 
18.41 
19.30 

6.2500 
6.5664 
6.8906 
7.2227 

4.9087 
5.1572 
5.4119 
5.6727 

7.8540 
8.0503 
8.2467 
8.4430 

% 
p 

Ys 
if 

25.73 
26.91 
28.12 
29.36 

20.21 
21.14 
22.09 
23.06 

7.5625 
7.9102 
8.2656 
8.6289 

5.9396 
6.2126 
6.4918 
6.7771 

8.6394 
8.8357 
9.0321 
9.2284 

3 

A 

1A 

& 

30.62 
31.91 
33.23 
34.57 

24.05 
25.06 
26.10 
27.15 

9.0000 
9.3789 
9.7656 
10.160 

7.0686 
7.3662 
7.6699 
7.9798 

9.4248 
9.6211 
9.8175 
10.014 

M 

ft 

To 
& 

35.94 
37.33 
38.75 
40.20 

28.23 
29.32 
30.43 
31.57 

10.563 
10.973 
11.391 
11.816 

8.2958 
8.6179 
8.9462 
9.2806 

10.210 
10.407 
10.603 
10.799 

H 
» 

41.68 
43.17 
44.71 
46.26 

32.74 
33.91 
35.12 
36.33 

12.250 
12.691 
13.141 
13.598 

9.6211 
9.9678 
10.321 
10.680 

10.996 
11.192 
11.388 
11.585 

M 

ft 

if 

47.84 
49.45 
51.09 
52.75 

37.57 
38.84 
40.13 
41.43. 

14.063 
14.535 
15.016 
15.504 

11.045 
11.416 
11.793 
12.177 

11.781 
11.977 
12.174 
12.370 

In  the  above  table  one  cubic  foot  is  assumed  to  weigh  490  pounds. 

204           JONES    &     LAUGHLIN     STEEL    CO. 

WEIGHTS    AND    AREAS 

Square   and    Round    Steel,    and   also    Circumference  of 
Round    Bars 

Thickness  or 
Diameter 
Inches 

111 

III 
*J* 

2*! 

~T3 

-*|l 
*** 

Area  of 
Square  Bar 
Square  Inches 

Area  of 
Round  Bar 
Square  Inches 

«*  u 

HL 

£T!  v 

111 

2* 

5-3       . 

4 

H 

1A 

y* 

'   54.45 
57.90 
61.47 
65.13 

42.77 
45.47 
48.28 
51.15 

16.000 
17.016 
18.063 
19.141 

12.566 
13.364 
14.186 
15.033 

12.566 
12.959 
13.352 
13.744 

y* 

oXj 

Vb 

69.81 
72.79 
76.78 
80.87 

54.83 
57.17 
60.30 
63.52 

20.250 
21.391 
22.563 
23.766 

15.904 
16.800 
17.721 
18.665 

14.137 
14.530 
14.923 
15.315 

5 

K 

M 

y*- 

85.08 
89.38 
93.80 
98.31 

66.82 
70.20 
73.67 
77.21 

25.000 
26.266 
27.563 
28.891 

19.635 
20.629 
21.648 
22.691 

15.708 
16.101 
16.493 
16.886 

\ 

102.94 
107.67 
112.52 
117.45 

80.85 
84.56 
88.37 
92.25 

30.250 
31.641 
33.063 
34.516 

23.758 
24.850 
25.967 
27.109 

17.279 
17.671 
18.064 
18.457 

6 

y* 

M 

A 

122.51 
127.66 
132.94 
138.30 

96.22 
100.26 
104.41 
108.62 

36.000 
37.516 
39.063 
40.641 

28.274 
29.465 
30.680 
31.919 

18.850 
19.242 
19.635 
20.028 

H 

7/8 

143.78 
149.35 
155.05 
160.84 

112.92 
117.30 
121.78 
125.32 

42.250 
43.891 
45.563 
47.266 

33,183 
34.472 
35.785 
37.122 

20.420 
20.813 
21.206 
21.598 

7 

H 
K 

% 

166.75 
172.75 
178.87 
185.08 

130.97 
135.68 
140.48 
145.36 

49.000 
50.766 
52.563 
54.391 

38.485 
39.871 
41.282 
42.718 

21.991 
;    22.384 
22.777 
23.169 

/A* 

191.42 
197.85 
204.39 
211.03 

150.34 
155.39 
160.53 
165.74 

56.250 
58.141 
60.063 
62.016 

44.179 
45.664 
47.173 
48.707 

23.562 
23.955 
24.347 
24.740 

In  the  above  table  one  cubic  foot  is  assumed  to  weigh  490  pounds. 

JONES    &    LAUGHLIN     STEEL    CO.           205 

WEIGHTS   AND    AREAS 
Square   and    Round    Steel,  and   also    Circumference   of 
Round  Bars 

llj 

H 

**  >-  w 

•Ij 

"So£  « 

.     bO 

ill 

olj 

P! 

|ll 
If 

8 

217.78 
224.64 
231.61 
238.68 

171.04 
176.43 
181.91 
187.46 

64.000 
66.016 
68.063 
70.141 

50.265 
51.849 
53.456 
55.088 

25.133 
25.525 
25.918 
26.311 

n 

245.86 
253.14 
260.54 
268.03 

193.10 
198.82 
204.63 
210.51 

72.250 
74.391 
76.593 
78.766 

56.745 
58.426 
60.132 
61.862 

•26.704 
27.096 
27.489 

27.882 

9 

Ys 
M 

275.64 
283.34 
291.16 
299.08 

216.49 
222.54 

228.68 
234.90 

81.000 
83.266 
85.563 
87.891 

63.617 
65.397 
67.201 
69.029 

28.274 
28.667 
29.060 
29.452 

| 

307.11 
315.24 
323.49 
331.83 

241.20 
247.59 
254.07 
260.62 

90.250 
1     92.641 
95.063 
97.516 

70.882 
72.760 
74.662 
76.589 

29.845 
30.238 
30.631 
31.023 

10 

H 

340.29 
348.85 
357.52 
366.29 

267.16 
273.99 
280.80 
287.68 

100.00 
102.52 
105.06 
107.64 

78.540 
80.516 
82.516 
84.541 

31.416 
31.809 
32.201 
32.594 

I 

375.17 
384.15 
393.25 
402.44 

294.66 
301.71 
308.86 
316.08 

110.25 
112.89 
115.56 
118.27 

86.590 
88.664 
90.763 

92.886 

32.987 
33.379 
33.772 
34.165 

11 

Ys 
M 
% 

411.75 
421.16 
430.68 
440.30 

323.39 
330.78 
338.26 
345.81 

!  121.00 
i  123.77 
126.56 
129.39 

95.033 
97.205 
99.402 
101.62 

34.558 
34.950 
35.343 
35.739 

7/S 

450.03 
459.87 
469.81 
479.86 

353.45 
361.18 
368.99 

376.88 

132.25 
135.14 
138.06 
141.02 

103.87 
106.14 
108.43 
110.75 

36.128 
36.521 
36.914 
37.306 

In  the  above  table  one  cubic  foot  is  assumed  to  weigh  490  pounds. 

206           JONES    &    LAUGHLIN     STEEL    CO. 

AVERAGE    WEIGHT    PER    100 

Round  Head  Rivets 

LENGTH 
INCHES 

DIAMETER 

3-8 

1-2 

5-8         3-4 

7-8 

I 

I  1-8 

I  1-4 

1 

2  4 

5.5 
6.3 
7.0 
7.9 

12.9 
14.2 
15.6 
16.9 

21.9 

24.2 
26.3 
28.4 

29.3 
32.4 
35.6 

38.7 

44.0 
48.2 
52.4 
56.7 

66.6 
72.1 

77.7 
83.2 

93.3 
100.4 
107.1 
114.2 

125.5 
135.7 
144.8 
153.0 

2^ 

2^ 

JB 

8.7 
'  9.4 
10.2 
11.0 

18.4 
19.8 
21.1 
22.5 

30.6 
32.8 
35.0 
37.1 

41.8 
45.0 
48.0 
51.2 

61.0 
64.3 
69.5 
73.7 

88.8 
94.4 
100.0 
105.1 

121.4 
128.5 
135.7 

142.8 

162.2 
170.3 
179.5 
187.7 

3^ 
3^ 
3M 
4 

11.7 

12.5 
13.4 
14.1 

24.0 
25.3 
26.7 
28.1 

39.4 
41.5 
43.7 
45.9 

54.4 
57.5 
60.6 
63.8 

78.0 
82.3 
86.5 
90.8 

111.2 
'116.3 
122.4 
127.5 

149.9 
157.1 
164.2 
170.3 

196.9 
205.0 
214.2 
222.4 

4K 

P 

14.9 
15.7 
16.5 
17.2 

29.5 
30.9 
32.2 
33.7 

48.0 
50.2 
52.4 
54.6 

66.9 
70.0 
73.1 
76.3 

95.1 
99.3 
104.0 
108.1 

133.6 
138.7 
144.8 
149.9 

177.5 
184.6 
191.8 
198.9 

231.5 

240.7 
248.9 
258.1 

5^ 
53^ 
5^ 
6 

18.1 
18.8 
19.6 
20.4 

35.1 
36.4 
37.8 
39.3 

56.7 
58.9 
61.1 
63.2 

79.4 
82.5 

85.7 
88.7 

112.2 
116.3 
120.4 
124.4 

156.1 
161.2 
166.3 
172.4 

206.0 
213.2 
220.3 
227.5 

266.2 
275.4 
283.6 
292.7 

6^ 

1* 

21.9 
23.5 
25.1 
26.6 

42.0 
44.8 
47.5 
50.4 

67.6 
71.9 
76.3 
80.6 

95.1 
101.3 
108.1 
114.2 

133.6 
141.8 
149.9 
159.1 

183.6 
194.8 
206.0 
217.3 

240.7 
255.0 
269.3 
283.6 

310.1 
327  A 
344.8 
362.1 

S* 

•i^ 

28.2 
29.8 
31.3 
32.8 

53.1 
55.9 
58.8 
61.5 

85.0 
89.4 
93.6 
98.0 

120.3  167.3  227.5 
126.5  176.5  238.7 
132.61184.6  249.9 
138.  7;  192.  8  261.1 

297.8 
312.1 
325.4 
339/7 

379.4 
396.8 
410.1 
431.5 

Heads.. 

1.8 

5.8 

11.1 

13.7 

22.6 

38.8 

58.1 

83.6 

In  the  above  table  the  length  is  from  under  the  head. 

JONES    &    LAUGHL 


STEEL    CO. 


207 


AVERAGE    WEIGHT    PER    100 
Square  Head    Machine  Bolts 


DIAMETER 


LENGTH 

1-4 

5-16 

3-8 

7-16 

1-2 

5-8 

3-4 

7-8 

I 

m 

4.0 

6.8 

10.6 

15.0 

23.9 

40.5 

70.0 

llii 

4.4 

7.3 

11.3 

16.1 

25.1 

42.7 

73.1 

...".. 

2 

4.7 

7.8 

12.0 

17.2 

26.3 

44.8 

76.2 



2H 

5.1 

8.4 

12.6 

18.2 

27.7 

47.0 

79.3 

184 

5.4 

8.9 

13.3 

19.2 

29.0 

49.2 

82.4 

126'  5 

2% 

5.8 

9  5 

14.0 

20.2 

30.4 

51.4 

85.5 

124.7 

3 

6.1 

10.0     14.7 

21.2 

31.8 

53.5 

88.7 

128.9 

185.0 

3H 

6  8 

11.1      16.0 

23.2 

34.7 

57.9 

95.0 

137.4 

196.0 

4 

7.5 

12.2      17.4 

25  2 

37.5 

62.3 

101.2 

145.8 

207.0 

4^ 

8.2 

13.2      18.7 

27.2 

40.2 

66.7 

107.5 

159.2 

218.0 

5 

8.9 

14.3     20.0 

29.1 

43.0 

71.0 

113.7 

167.7 

229.0 

5Y2 

9.6 

15.4     21.4 

31.2 

45.7 

75.4 

120.0 

176.1 

240.0 

6 

10.3 

}6.5     22.8 

33.1 

48  4 

79.8 

126.2 

184.6 

251.0 

6^ 

11.0 

17.6     24.1 

35.1 

51.2 

84.1 

132.5 

193.0 

262.0 

7 

11.7 

18.6     25.9 

37.1 

54.0 

88.5 

138.7 

201.4 

273.0 

7^ 

12.4  \  19.7     27.7 

39.1 

56.7     92.9 

145.0 

209.9 

284.0 

8 

13.1 

20.8     29.5 

41.0 

59.4     97.2 

151.2 

218.3 

295.0 

9 

....      33.1 

45.0 

64.8    106.0 

163.7 

240.2 

317.0 

10 

36.7 

49.0 

70.3   114.7 

176.2 

257.1 

339.0 

11 

.  .  .  . 

40.4 

53.0 

75.8 

123.5 

188.7 

273.9 

360.0 

12 

44.0 

57.0 

81.3 

132.2 

201.0 

290.0 

382.0 

13 

86  7 

140  7 

213  4 

307.7 

404  0 

14 

92.2 

149.2 

225.9 

324.5 

426.0 

15 

97  7 

157  6 

238  3 

341.4 

448  0 

16 

103.1 

166.1 

250.8 

358.3 

470.0 

17 

108  6 

174  6 

263  2 

375  2 

492.  0 

18 

•<  •  • 

114.1 

183.1 

275.6 

392.0 

514.0 

19 

119  5    191  * 

288  1 

408  9 

536  0 

20 

125.0 

200.0 

300.5 

425.8 

558.0 

Per  inch 

addi- 

1.4 

2.2 

3.6 

4.0 

5.5 

8.5 

12.4 

16.9 

22.0 

'  tional 

APPROXIMATE   WEIGHT    IN    POUNDS 
Nuts  and    Bolt  Heads 


Diameter  of  Bolt,  Inches 

X 

i6« 

ys 

&  . 

Vz 

H 

& 

Weight  of  Hexagon  Nut  ) 
and  Head                        j 

.017 

.042 

.057 

.109 

.128 

.267 

.43 

Weight  of  Square  Nut  ) 
and  Head                       ) 

.021 

.049 

.069 

.120 

.164 

.320 

.55 

Diameter  of  Bolt,  Inches 

H 

1 

IK 

\% 

1% 

2- 

2% 

Weight  of  Hexagon  Nut  ) 
and  Head                        ) 

.73 

1.10 

2.14 

3.78 

5.6 

8.75 

17.0 

Weight  of  Square  Nut  ) 
and  Head.  ..             ..  ) 

.88 

1.31 

2.56 

4.42 

7.0 

10.5 

21.0 

208           JONES    &    LAUGHLIN     STEEL    CO. 

SIZES    AND    WEIGHTS,   U.  S.  STANDARD 

Hot  Pressed  Square  Nuts 

/K 

f& 
/               \ 

\ 
\ 

X 

.\ 

'f        ^       ? 

\^             ^A         ir 

» 

DIMENSIONS 

1 

H 
1 

5 

H 

SIZE  OF  HOLE 

Si 

o> 

1 

ti.     <f. 

Beg 

Si<£ 

^^§ 

a 

« 

\ 

.71 
.84 
.97 
1.11 

1 

0.185 
0.240 
0.294 
0.344 

&  scant 
14  scant 
41  scant 

it 

lie 

1.4 
2.2 
4.3 
6.1 

7270 
4700 
2350 
1630 

V* 

n 

1* 

1M 

1.24 
1.37 
1.50 
1.77 

1 

0.400 
0.454 
0.507 
0.620 

It  scant 

'•    i 

%  scant 

•     16 

X 

9.0 
11.2 
15.6 
26.3 

1120 
890 
640 
380 

IH 
id 

2 

2.03 
2.30 
2.56 
2.83 

1    8 

1Y8 

0.731 
0.837 
0.940 
1.065 

£  |  scant 
f  i  scant 
it  full 
l^B  full 

\ 

35.7 

58.8 
76.9 
104.2 

280 
170 
130 
96 

i 

3.09 
3.36 
3.62 
3.89 

\% 

1.160 
1.284 
1.389 
1.491 

1&  full 
1-fo  full 
Iff  scant 
\}/2  scant 

11 

142.8 
172.4 
227.3 
294.1 

70 
58 
44 
34 

i 

4.15 
4.42 
4.68 
4.95 

2  8 

2M 

1.616 
1.712 
1.836 
1.962 

1^8  scant 
Iff  scant 
Iff  scant 
If  £  scant 

2  8 

2M 

370.4 
416.7 
500.0 

588.2 

27 
24 
20 
17 

NOTE.—  Both  weights  and  sizes  are  for  unfinished  nuts. 

JONES'S    LAUGHLIN     STEEL    CO             209 

SIZES    AND    WEIGHTS,  U.  S.  STANDARD 

Hot  Pressed  Hexagon  Nuts 

X. 

/                                 X 

<\®± 

DIMENSIONS 

THICKNESS 

SIZE  OF  HOLE 

u. 

0    H 

si 

to 

WEIGHT  OF 
100  NUTS 

lei 

s  p»« 

a 

b 

if 
ft 

.58 
.68 
.79 
.90 

1A 

l 

0.185 
0.240 
0.294 
0.344 

tV  scant 
}A  scant 
\\  scant 
H 

ft 

1.3 
1.9 
3.3 
5.0 

7615 
5200 
3000 
2000 

t! 

1.01 
1.12 
1.23 
1.44 

I 

0.400 
0.454 
0.507 
0.620 

\\  scant 

flfull 
%  scant 

% 

7.0 
9.1 
13.5 
22.2 

1430 
1100 
740 
450 

216 

1.66 

1.88 
2.09 
2.31 

H 

IX 
IX 

0.731 
0.837 
0.940 
1.065 

||  scant 
f  |  scant 

ll£  full 

1 
IX 

VA 

32.4 
46.3 
67.6 
90.1 

309 
216 
148 
111 

2t4 

2\53 

2.74 
2.96 
3.18 

1 

1.160 
1.284 
1.389 
1.491 

l/z  full 
1  A  full 
Iff  scant 
\Yi  scant 

1% 

117.5 
147.1 
178.6 
250.0 

85 
68 
56 
40 

iff 

3.39 
3.61 
3.82 
4.04 

2//6 
2/4 

1.616 
1.712 
1.836 
1.962 

1^  scant 
If  |  scant 
If  |  scant 
\\\  scant 

2M 

285.7 
344.8 
384.6 
434.8 

35 
29 
26 
23 

NOTE.  —  Both  weights  and  sizes  are  for  unfinished  nuts. 

JONES    &     LAUGHLIN    STEEL    CO. 


UPSET    SCREW    ENDS 
For  Round  and  Square  Bars 


DIAMETER  OF  ROUND  II 
OR  SIDE  OF  SQUARE 
BAR,  INCHES 

ROUND  BARS 

SQUARE  BARS 

Diameter  of  Upset 
Screw  End 
Inches 

Diameter  of  Screw 
at  Root  of  Thread 
Inches 

Threads  per  Inch 
No. 

Excess  of  Effective 
Area  of  Screw  End 
over  Bar,  Per  Cent 

Diameter  of  Upset 
Screw  End 
Inches 

Diameter  of  Screw 
at  Root  of  Thread 
Inches 

Threads  per  Inch 
No. 

Excess  of  Effective 
Area  of  Screw  End 
over  Bar,  Per  Cent 

Yl 

% 

.620 

10 

54 

M 

.620 

10 

21 

& 

% 

.620 

10 

21 

K 

.731 

9 

33 

% 

K 

.731 

9 

37 

1 

.837 

8 

41 

tt 

1 

.837 

8 

48 

1 

.837 

8 

17 

1 

1 

.837 
.940 

8 

7 

25 
34 

18 

.940 
1.065 

7 
7 

23 
35 

7^ 

1J4 

1.065 

7 

48 

i3^ 

1.160 

6 

38 

it 

1M 

1.065 

7 

29 

l£i 

1.160 

6 

20 

1 

l/i 

1.160 

6 

35 

i/^ 

1.284 

6 

29 

l^j 

\y% 

1.160 

6 

19 

1^ 

1.389 

53^ 

34 

IK 

1^2 

1.284 

6 

30 

i/^ 

1.389 

53^ 

20 

IA 

13^ 

1.284 

6 

17 

1M 

1.490 

5 

24 

1/4 

1% 

1.389 

53^ 

23 

IK 

1.615 

5 

31 

i& 

IM 

1.490 

5 

29 

IK 

1.615 

5 

19 

1% 

1% 

1.490 

5 

18 

2 

1.712 

43^ 

22 

1A 

IK 

1.615 

5 

26 

2K 

1.837 

43^ 

28 

iy% 

2 

1.712 

4^2 

30 

23^ 

1.837 

43^2 

18 

i& 

2 

1.712 

4H 

20 

2M 

1.962 

4^^ 

24 

i/^ 

2K 

1.837 

4H 

28 

2% 

2.087 

4/^j 

30 

1H 

2K 

1.837 

43^ 

18 

2^8 

2.087 

43^ 

20 

1M 

2M 

1.962 

^A 

26 

23^ 

2.175 

4 

21 

18 

234 

1.962 

% 

17 

2^ 

2.300 

4 

26 

IK 

23^ 

2.087 

43^ 

24 

2^ 

2.300 

4 

18 

lit 

23^ 

2.175 

4 

26 

2M 

2.425 

4 

23 

2 

23^ 

2.175 

4 

18 

2K 

2.550 

4 

28 

2A 

2^ 

2.300 

4 

24 

2J/o 

2.550 

4 

20 

2^g 

25^ 

2.300 

4 

17 

3 

2.629 

33^ 

20 

2& 

2M 

2.425 

4 

23 

3K 

2.754 

33^ 

24 

JONES    &    LAUGHLIN     STEEL    CO.           211 

UPSET    SCREW    ENDS 

For   Round   and    Square    Bars 

p 

ROUND  BARS 

SQUARE  BARS 

SJa 

a.  '-fi  •_ 

o  a,  z 
a  o1"" 
u  w  K~ 

iij 

er  of  Screw 
t  of  Thread 
nches 

V      . 

do 

of  Effective 
Screw  End 
ir,  PerCent 

l|s 

er  of  Screw 
t  of  Thread 
iches 

1 

PI 

M 

°~s 

w  r^  **• 

IF 

6  °~ 

1 

1  m25 

l« 

ir 

1 

^^w 

<  2; 
0° 

& 

&* 

1 

o  v  o3 
x  *-  ->    ' 

W  ^  ® 

Q 

6 

III 

2M 

27A 

2.550 

4 

28 

31^ 

2.754 

31^ 

18 

%H 

2.550   4 

22 

3M 

2.879 

3^ 

22 

2^8 

3 

2.629   3^ 

23 

3% 

3.004 

3/^ 

26 

2& 

3>i 

2.754 

3;Hj 

28 

3^ 

3.004 

3>£ 

19 

iy> 

3^ 

2.754 

31^ 

21 

3/^ 

3.100 

3/4 

21 

2^ 

3M 

2.879 

3H 

26 

3^ 

3.225 

3M 

24 

2^ 

3M 

2.879 

33^ 

20 

3^ 

3.225 

3^ 

19 

2U 

3.004   3y2 

25 

3M 

3.317 

3 

20 

2M 

33^ 

3.004 

31^ 

19 

3j^ 

3.442 

3 

23 

2H 

3% 

3.100 

3M 

22 

3J^ 

3.442 

3 

18 

2^8 

35^ 

3.225 

3M 

26 

4 

3.567 

3* 

21 

2ii 

3^8 

3.225 

3M 

21 

4^8 

3.692 

3 

24 

3 

3M 

3.317 

3 

22 

41^ 

3.692 

3 

19 

33^ 

3j| 

3.442 

3 

21 

4^8 

3.923 

2J^ 

24 

3M 

4 

3.567 

3 

20 

4j^ 

4.028 

2% 

21 

3^i 

4^g 

3.692 

3 

20 

4^ 

4.153 

2% 

19 

31^ 

4M 

3.798 

27^ 

18 

3^ 

43^ 

4.028 

2M 

23 

3/€ 

4^ 

4.153 

2M 

23 

3% 

4M 

4.255 

21 

REMARKS.  —  As  upsjetting  reduces  the  strength  of  iron,  bars  having  the 

same  diameter  at  root  of  thread  as  that  of  the  bar  invariably  break  in  the 

screw  end,  when  tested  to  destruction,  without  developing  the  full  strength 

of  the  bar.     It  is  therefore  necessary  to  make  up  for  this  loss  in  strength 

by  an  excess  of  metal  in  the  upset  screw  ends  over  that  in  the  bar. 

The    screw    threads    in    the    above    table    are   the   Franklin   Institute 

standard. 

To  make  one  upset  end  for  5-inch  length  of  thread,  allow  6-inch  length  of 

rod  additional. 

212  JONES    &    LAUGHLIN     STEEL    CO. 

STANDARD     SCREW     THREADS,     NUTS     AND 
BOLT    HEADS 

Recommended  by  Franklin  Institute,  December  15,  1864,  and  adopted 
by  Navy  Department  of  the  United  States,  by  the  R.  R.  Master  Mechanics' 
and  Master  Car-Builders'  Associations,  by  the  Jones  &  Laughlin  Steel 
Company,  and  by  many  other  of  the  prominent  engineering  and  mechanical 
establishments  of  the  country. 


Angle  of  thread  60°.     Flat  at  top  and  bottom  %  of  pitch. 


Diameter 
of  Screw 

Threads 
per  Inch 

Diameter  at 
Root  of 
Thread 

Diameter 
of  Screw 

Threads 
per  Inch 

Diameter  at 
Root  of 
Thread 

M 

20 

.185 

2 

4^ 

1.712 

A 

18 

.240 

234 

4H 

1.962 

fi 

16 

.294 

2Vi 

4 

2.176 

14 

.344 

2% 

4 

2.426 

z£ 

13 

.400 

3 

3/^ 

2.629 

A 

12 

.454 

334 

3H 

2.879 

K 

11 

.507 

33^} 

3M 

3.100 

1 

10 
9 

.620 
.731 

4 

3 
3 

3.317 
3.567 

i 

8 

.837 

4/4 

2% 

3.798 

tj* 

7 

.940 

4^ 

2^ 

4.028 

ik 

7 

.065 

4^ 

4.256 

18 

6 

.160 

5 

2V^ 

4.480 

6 

.284 

5/4 

2^ 

4.730 

l/^ 

5^ 

.389 

5J^ 

2/^ 

4.953 

1% 

5 

.491 

5M 

2% 

5.203 

IS 

5 

.616 

6 

2M 

5.423 

Nuts  and  bolt  heads  are  determined  by  the  following  rules,  which  apply 
to  both  square  and  hexagon  nuts  : 

Short  diameter  of  rough  nut  =  1%  X  diameter  of  bolt  +  J^-inch. 

Short  diameter  of  finished  nut  =  \%  X  diameter  of  bolt  -J-  jVhich. 

Thickness  of  rough  nut  =  diameter  of  bolt. 

Thickness  of  finished  nut  =  diameter  of  bolt  —  ^-inch. 

Short  diameter  of  rough  head  =  \%.  X  diameter  of  bolt  -\-  J4-inch. 

Short  diameter  of  finished  head  =  \l/2  X  diameter  of  bolt  +  ^-inch. 

Thickness  of  rough  head  =  %  short  diameter  of  head. 

Thickness  of  finished  headj=  diameter  of  bolt  —  j^-inch. 

The  long  diameter  of  a  hexagon  nut  may  be  obtained  by  multiplying  the 
short  diameter  by  1.155  and  the  long  diameter  of  a  square  nut  by  multi- 
plying the  short  diameter  by  1.414. 


JONES    &     LAUGHLIN     STEEL    CO.           213 

WEIGHT    PER    SUPERFICIAL    FOOT 

Sheet  Iron  and  Steel 

BIRMINGHAM 

WEIGHT 
POUNDS 

BIRMINGHAM 

WEIGHT 
POUNDS 

GAUGE 

GAUGE 

Iron 

Steel    ! 

Iron 

Steel 

No.    1=.3 

12.12 

12.36 

No.  16=.  065 

2.63 

2.68 

•     2=.284 

11.48s 

11.71  i 

-   17=.  058 

2.34 

2.39 

"     3=.259 

10.47 

10.68 

-   18=.  049 

1.98 

2.02 

"     4=.238 

9.62 

9.81 

"   19=.  042 

1.70 

1.73 

"     5=.22 

8.89 

9.07 

-  20=.  035 

1.56 

1.59 

"     6=.203 

8.20 

8.36 

"   21=.  032 

1.40 

1.43 

"     7=.18 

7.27 

7.42 

•  22=.  028 

1.25 

1.28 

"     8=.165 

6.67 

6.80 

•  23=.  025 

1.12 

1.14 

"     9=.148 

5.98 

6.10 

"  24=.  022 

1. 

1.02 

"   10=.  134 

5.42 

5.53 

"  25=.  02 

.9 

.92 

"   11=.  12 

4.85 

4.95 

"  26=.  018 

.8 

.82 

"   12=.  109      4.41 

4.50 

"  27=.  016 

.72 

.73 

"   13=.  095      3.84 

3.92 

"  28=.  014 

.64 

.65 

"   14=.  083 

3.35 

3.42 

-  29=.  013 

.56 

.57      • 

-   15=.  072 

2.91 

2.97 

•  30=.  012 

.5 

.51 

Tank  Iron  and  Steel 

WEIGHT 

WEIGHT 

THICKNESS 

POUNDS 

THICKNESS 

POUNDS 

INCHES 

INCHES 

Iron 

Steel 

Iron 

Steel 

3^=.  03125 

1.27 

1.30 

&=   .3125 

12.63 

12.88 

^=.0625 

2.52 

2.57 

y8=  .375 

15.16 

15.46 

^=.09375 
H—  -125 

3.79 
5.05 

3.87 
5.15 

&=   .4375 

y2=  .5 

17.68 
20.21 

18.03 
20.61 

3^r=.  15625 

^=.1875 

6.32 

7.68 

6.45 
7.73 

&=   .5625 
J|«   .625 

22.73 
25.26 

23.19 

25.77 

••&=.21875 

8.84 

9.02 

%=   -75 

30.31 

30.92 

M=-25 

10.10 

10.30 

7/8=   -875 

35.37 

36.08 

3%=.  28123 

11.38 

11.61 

1     =1 

40.42 

41.23 

The  low  temperature  (as  compared  with  iron)  at  which  steel  plates  have 
to  be  finished,  causes  a  slight  springing  of  the  rolls,  leaving  the  plate  thicker 
in  the  center.     This,  combined  with  greater  density,  causes  steel  plates,  if 

kept  up  to  full  thickness  on  the  edges,  to  weigh  more  than  iron.      Both 

iron  and  steel  over  72  inches  wide  are    apt  to  run  even  heavier  than  the 

weights  given  above. 

214           JONES    &    LAUGHLIN     STEEL    CO. 

STANDARD    STEAM,    GAS    AND    WATER    PIPE 

Not  Manufactured  by  Jones  &  Laughlin  Steel  Co. 

M 

i 

M 

N 

M 

ORDINARY  PIPE 

X  STRONG  PIPE 

XX  STRONG  PIPE 

Nominal 
Inside 
Diameter 

Actual 
Outside 
Diameter 

H 

1 

fl 

^    *~ 

Nominal 
Inside 
Diametei 

—  -c  " 

.405 

K 

Nominal 

Inside 
Diametei 

Actual 

(  tutside 
Diametei 

« 

.27 

.405 

.24 

.205 

.29 

X 

.364 

.540 

.42 

.294 

.540 

.54 

H 

.494 

.675 

..56 

.421 

.675 

.74 

X 

.623 

.84 

.84 

..542 

.84 

1.09 

.244 

.84 

1.70 

K 

.824 

1.05 

1.12 

.736 

1.05 

1.39 

.422 

1.05 

2.44 

i 

1.048 

1.315 

1.67 

.951 

1.315 

2.17 

.587 

1.315 

3.05 

Vi 

1.38 

1.66 

2.24 

1.272 

1.66 

3.00 

.885 

1.66 

5.20 

IH 

1.611 

1.90 

2.68 

1.494 

1.90 

3.63 

1.088 

1.90 

6.40 

2 

2.067 

2.375 

3  61 

1.933 

2.375 

5.02 

1.491 

2.375 

9.02 

21A 

2.468 

2.875 

5.74 

2.315 

2.875 

7.67 

1.755 

2.875 

13.68 

3 

3.067 

3.50 

7.54 

2.892 

3.50 

10.25 

2.284 

3.50 

18.56 

3H 

3.548 

4.00 

9.00 

3.358 

4.00 

12.47 

2.716 

4.00 

22.75 

4 

4.026 

4.50 

10.66 

3.818 

4.50 

14.97 

3.13G 

4.50 

27.48 

VA 

4.508 

5.00 

12.49 

4.28 

5.00 

18.'22 

3.564 

5.00 

32.53 

5 

5.045 

5.563 

14..  50 

4.813 

5.563 

20.54 

4.063 

5.563 

38.12 

6 

6.065 

6.625 

18.76 

5.75 

6.625 

28.58 

4.875 

6.625 

53.11 

7 

7.023 

7.625 

23.27 

6.625 

7.625 

37.67 

5.875 

7  625 

62.38 

3 

7.982 

8.625 

28.18 

7.625 

8  625 

43.00 

6.875 

8.625 

71.62 

9 

8.937 

9.625 

33.70 

10 

10  019 

10.75 

40.00 

-• 

JONES    &     LAUGHLIN     STEEL    CO.  215 


WEIGHT    PER    CUBIC    FOOT  OF    SUBSTANCES 

Average  Weight 
Name  of  Substances  Pounds 

Aluminum,  cast     .         .         *         .         .    -     .         .         .  160 

Aluminum,  rolled           .         ,         .         .         •  .      •         •  167 

Anthracite,  solid,  of  Pennsylvania         .         .         .  93 

Anthracite,  broken,  loose      .         .   /    .         .         .         .  54 

Anthracite,  broken,  moderately  shaken         .         .         .  58 

Anthracite,  heaped  bushel,  loose           .         .         .         .  (80) 

Ash,  American  white,  dry     ......  38 

Asphaltum 87 

Brass  (copper  and  zinc),  cast         .  •      .         .      •  .         .  504 

Brass,  rolled           .         .         .        .         .'        .         . .       .  524 

Brick,  best  pressed        .         .                  .         .                  .  150 

Brick,  common  hard      .         .         ..         .         .      •    .         .  125 

Brick,  soft,  inferior        .         .         .....         .  100 

Brickwork,  pressed  brick      '.',,.         .                  .  140 

Brickwork,  ordinary      .         .         ...         ,         .     .  •.  112 

Cement,  hydraulic,  ground,  loose,  American  Rosendale  56 

Cement,  hydraulic,  ground,  loose,  American  Louisville  50 

Cement,  hydraulic,  ground,  loose,  English  Portland     .  90 

Concrete        .     -    .         .         .         .         .         .            148  to  160 

Cinder  concrete     .         .         .        '.         .     '    .               98  to  102 

Cherry,  dry    .         .      '    '.         .         ..''..'        .       •  .         .  42 

Chestnut,  dry         .         .     .-  .         .         .     ,    .         .      -,.,  41 

Clay,  potters',  dry          .         .         .         .         .                  .  119 

Clay,  in  lumps,  loose     .         .   .                         .         •         .  63 

Coal,  bituminous,  solid          .         .         .                            .  84 

Coal,  bituminous,  broken,  loose    .         .         .         .         .  49 

Coal,  bituminous,  heaped  bushel,  loose         .         .         .  (74) 

Coke,  loose,  of  good  coal    j.        '.        ».         .         .         .  26 

Coke,  loose,  heaped  bushel            .         .         .         .         .  (40) 

Copper,  cast           .         .         ...         .         .         .  549 

Copper,  rolled        .         .         .         .         .         .         .         .  556 

Earth,  common  loam,  dry,  loose   .....  76 

Earth,  common  loam,  dry,  moderately  rammed    .         .  95 

Earth,  as  a  soft  flowing  mud         .....  108 

Ebony,  dry    ...         .                   .         .        '•.         .  76 

Elm,  dry         .                   . 35 

Flint      .         .         .         '.        '.         .         .         ....  162 

Glass,  common  window         .         .         .         .         .         .  157 

Gneiss,  common    .         .  168 


JONES    &    LAUGHLIN     STEEL    CO. 


WEIGHT   PER   CUBIC    FOOT  OF   SUBSTANCES 

Average  Weight 
Name  of  Substances  Pounds 

Gold,  cast  pure,  or  24-carat          ".....  1204 

Gold,  pure  hammered   .         .         .         .      »  .         .  .  1217 

Grain,  at  60  pounds  per  bushel     .....  48 

Granite          .         .         .    •    .         ...         .  .  170 

Gravel,  about  the  same  as  sand  (see  Sand) 

Gypsum  (plaster  of  paris)      .         .     '    f         .         .  .  142 

Hemlock,  dry        .         .         ....         .  .  25 

Hickory,  dry          .         .         .         .         ...  .  53 

Hornblende,  black         ...         ;         .         .         .  .203 

Ice .        .  .  58.7 

Iron,  cast       .         .         .         .         .         .         .         .  .450 

Iron,  wrought,  purest             .         .         .         .         .  .  485 

Iron,  wrought,  average          .    ••    .         .         .         .  .  480 

Iron,  ore        .         .         .         .-        .         .         .         .  .  175 

Ivory     .'        .                  .' 114 

Lead      .         .         .         .         .         .         .         .         .  .711 

Lignum-vitae,  dry           .         ......         .  .  83 

Lime,  quick,  ground,  loose,  or  in  small  lumps       .  .  5:J 

Lime,  quick,  ground,  loose,  thoroughly  shaken    .  .  7-~> 

Lime,  quick,  ground,  loose,  per  struck  bushel      .  .  (66) 

Limestones  arid  marbles        ...        .        .         .  .  168 

Limestones  and  marbles,  loose,  in  irregular  fragments  (.)<; 

Magnesium .  100 

Mahogany,  Spanish,  dry     .           .         ...  .  53 

Mahogany,  Honduras,  dry 35 

Maple,  dry     .         .         .         .         .         ...  .  49 

Marbles  (see  Limestones) 

Masonry,  of  granite  or  limestone,  well  dressed     .  .  165 

Masonry,  of  mortar  rubble 154 

Masonry,  of  dry  rubble,  well  scabbled  .        •.         „  .  138 

Masonry,  of  sandstone,  well  dressed     .         .       .  .  .  144 

Mercury,  32°  Fahrenheit       ,         .         .         .       ,  .•  .849 

Mica      .         .         .       \        ...       ...'.'       .  .  183 

Mortar,  hardened           .         .         .  .      fc         .         .  .  103 

Mud,  dry,  close     .         .'        .         .         .         .         .  80  to  110 

Mud,  wet,  fluid,  maximum     .         .         .         .         .  .  120 

Oak,  live,  dry         .         .>       .         '.        •.       ...         .  ;  59 

Oak,  white,  dry     .         .         .         ...         .  .  50 

Oak,  other  kinds  .         .        ..-•..-.         .  32  to  45 


JONES    &    LAUGHLIN     STEEL    CO.'  217 


WEIGHT    PER    CUBIC    FOOT  OF  SUBSTANCES 

Average  Weight 
Name  of  Substances  Pounds 

Paper    .         .         .         .         .         .         .         .         .        48  to  50 

Petroleum      .         .,..'..         .         .         .         .'        .         55 

Pine,  white,  dry     ........         25 

Pine,  yellow,  Northern  ......         34 

Pine,  yellow,  Southern  ......         45 

Platinum        .........     1342 

Quartz,  common,  pure  ......       165 

Resin 69 

Salt,  coarse,  Syracuse,  N.  Y.         .         .         .         .         .         45 

Salt,  fine,  Liverpool,  for  table  use         .         ».        .  49 

Sand,  of  pure  quartz,  dry,  loose     .         .         .         .      90  to  106 

Sand,  well  shaken  .         .         .         .         .         .      99  to  117 

Sand,  perfectly  wet       .    «     .         .         .         .•'.'.    120  to  140 

Sandstones,  fit  for  building  .         .         .         .         .         .       151 

Shales,  red  or  black       .         .         ...         .         .       162 

Silver    .         .         .         .,       .       '.  ^       .         .        ..         .       655 

Slate     .         .,.....-.       ..:'.-       :        .        .       175 

Snow,  freshly  fallen       .         .         .         .         .  5  to  12 

Snow,  moistened  and  compacted  by  rain     .         .        15  to  50 
Spruce,  dry  .        '„      "  .         .         .         .  ••    ,         .         25 

Steel      ..        .         .         .         .         .'/    .  .         .         .         .       490 

Sulphur          .         ,         .  "  .         .         .         .         .       125 

Sycamore,  dry       .     •    .         .         .•       .         .         .  '      .         37 
Tar        .         .         .         .  .         .         .         62 

Tin,  cast        ....        .         .  -      .         .         .         •         .       459 

Turf  or  peat,  dry,  unpressed          .         .         .         .        20  to  30 

Walnut,  black,  dry         .         .         .         .         .  .         38 

Water,  pure  rain  or  distilled  at  60°  Fahrenheit     .         .     62 >^ 
Water,  sea     .         ...         .       ' .         .         .         .         64 

Wax,  bees     .         .         .         .  .         .         .     60.5 

Zinc  or  spelter       .;.....         .         .         .  437.5 

Green  timbers  usually  weigh  from  one-fifth  to  one-half  more  than  dry. 


218           JONES    &    LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

0.0 

4.0 

12.5664 

12.5664 

.1 

.007854 

.31416 

.1 

13.2025 

12.8805 

.2 

.031416 

.62832 

fy 

13.8544 

13.1947 

.3 

.070686 

.94248! 

!3 

14.5220 

13.5088 

.4 

.12566 

1.2566  II       .4 

15.2053 

13.8230 

.5 

.19635 

1.5708 

.5 

15.9043 

14.1372 

.6 

.28274 

1.8850 

.6 

16.6190 

14.4513 

.7 

.38485 

2.1991 

.7 

17.3494 

14.7655 

.8 

.50266 

2.5133 

.8 

18.0956 

15.0796 

.9 

.63617 

2.8274 

.9 

18.8574 

15.3938 

1.0 

.7854 

3.1416 

5.0 

19.6350 

15.7080 

.1 

.9503 

3.4558 

.1 

20.4282 

16.0221 

.2 

1.1310 

3.7699 

.2 

21.2372 

16.3363 

,3 

1.3273 

4.0841 

.3 

22.0618 

16.6504 

.4 

1.5394 

4.3982 

.4 

22.9022 

16.9646 

.5 

1.7671 

4.7124 

.5 

23.7583 

17.2788 

.6 

2.0106 

5.0265 

.6 

24.6301 

17.5929 

.7 

2.2698 

5.3407 

.7 

25.5176 

17.9071 

.8 

2.5447 

5.6549 

.8 

26.4208 

18.2212 

.9 

2.8353 

5.9690 

.9 

27.3397 

18.5354 

2.0 

3.1416 

6.2832 

6.0 

28.2743 

18.8496 

.1 

3.4636 

6.5973 

.1 

29.2247 

19.1637 

.2 

3.8013 

6.9115 

.2 

30.1907 

19.4779 

.3 

4.1548 

7.2257 

.3 

31.1725 

19.7920 

.4 

4.5239 

7.5398 

.4 

32.1699 

20.1062 

.5 

4.9087 

7.8540          .5 

33.1831 

20.4204 

.6 

5.3093 

8.1681  i        .6 

34.2119 

20.7345 

.7 

5.7256 

8.4823          .7 

35.2565 

21.0487 

.8 

6.1575 

8.7965    :       .8 

36.3168 

21.3628 

.9 

6.6052 

9.1106    !       .9 

37.3928 

21.6770 

3.0 

7.0686 

9.4248  1 

7.0 

38.4845 

21.9911 

.1 

7.5477 

9.7389 

.1 

39.5919 

22.3053 

.2 

8.0425 

10.0531  i        .2 

40.7150 

22.6195 

.3 

8.5530 

10.3673 

.3 

41.8539 

22.9336 

.4 

9.0792 

10.6814 

.4 

43.0084 

23.2478 

.5 

9.6211 

10.9956 

.5 

44.1786 

23.5619 

.6 

10.1788 

11.3097 

.6 

45.3646 

23.8761 

.7 

10.7521 

11.6239 

.7 

46.5663 

24.1903 

.8 

11.3411 

11.9381 

.8 

47.7836 

24.5044 

.9 

11.9459 

12.2522 

.9 

49.0167 

24.8186 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

JONES    &    LAUGHLIN     STEEL    CO.           219 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

8.0 

50.2655 

25.1327 

12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

.2 

116.8987 

38.3274    * 

.3 

54.1061 

26.0752 

.3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

.5 

56.7450 

26.7035 

.5 

122.7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460  ! 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602  | 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 

.1 

1-34.7822 

41  .  1549 

2 

66.4761 

28.9027 

.2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 

.3 

138.9291 

41.7832 

A 

69.3978 

29.5310 

.4 

141.0261 

42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

.7 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

2 

81.7128 

32.0442 

_2 

158.3677 

44.6106 

'.3 

83.3229 

32.3584 

'.3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

A 

162.8602 

45.2389 

.5 

86.5901 

32.9867 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

169.7167 

46.1814 

.8 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434    |       .9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

.1 

179.0786 

47.4380 

2 

98.5203 

35.1858 

.2 

181.4584 

47.7522 

'.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

A 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

.5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191  .  1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

.8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 

For  diameters  from  T\;  to  100,  advancing  by  tenths. 

220           JONES    &    LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

16.0 

201.0619 

50.2655 

20.0 

314.1593 

62.8319 

.1 

203.5831 

50.5796 

.1 

317.3087 

63.1460 

.2 

206.1199 

50.8938 

.2 

320.4739 

63.4602 

.3 

208.6724 

51.2080 

.3 

323.6547 

63.7743 

.4 

211.2407 

51.5221 

.4 

326.8513 

64.0885 

.5 

213.8246 

51.8363 

.5 

330.0636 

64.4026 

.6 

216.4243 

52.1504 

.6 

333.2916 

64.7168 

.7 

219.0397 

52.4646 

.7 

336.5353 

65.0310 

.8 

221.6708 

52.7788 

.8 

339.7947 

65.3451 

.9 

224.3176 

53.0929 

.9 

343.0698    65.6593 

17.0 

226.9801 

53.4071 

21.0 

346.3606 

65.9734 

.1 

229.6582 

53.7212 

.1 

349.6671 

66  .'2876 

.2 

232.3522 

54.0354 

.2 

352.9894 

66.6018 

.3 

235.0618 

54.3496 

.3 

356.3273 

66.9159 

.4 

237.7871 

54.6637 

.4 

359.6809 

67.2301 

.5 

240.5282 

54.9779 

.5 

363.0503 

67.5442 

.6       243.2849 

55.2920 

.6 

366.4354 

67.8584 

.7       246.0574 

55.6062 

.7 

369.8361 

68.1726 

.8       248.8456 

55.9203 

.8 

373.2526 

68.4867 

.9 

251.6494 

56.2345 

.9 

376.6848 

68.8009 

18.0 

254.4690 

56.5486 

22.0 

380.1327 

69.1150 

.1       257.3043 

56.8628 

.1 

383.5963    69.4292 

.2       260.1553 

57.1770 

.2 

387.0756    69.7434 

.3       263.0220 

57.4911 

.3 

390.5707    70.0575 

.4       265.9044 

57.8053 

.4 

394.0814 

70.3717 

.5       268.8025 

58.1195 

.5 

397.6078 

70.6858 

.6       271.7164 

58.4336 

.6 

401.1500 

71.0000 

.7       274.6459 

58.7478 

.7 

404.7078 

71.3142 

.8      !  277.5911 

59.0619 

.8 

408.2814    71.6283 

.9       280.5521 

59.3761 

.9 

411.8707 

71.9425 

19.0 

283.5287 

59.6903 

23.0 

415.4756 

72.2566 

.1 

286.5211 

60.0044 

.1 

419.0963 

72.5708 

.2 

289.5292 

60.3186 

.2 

422.7327 

72.8849. 

.3 

292.5530 

60.6327 

.3 

426.3848    73.1991 

.4 

295.5925 

60.9469 

.4 

430.0526    73.5133 

.5 

298.6477 

61.2611 

.5 

433.7361     73.8274 

.6       301.7186 

61.5752 

.6 

437.4354    74.1416 

.7       304.8052 

61.8894 

•  / 

441.1503    74.4557 

.8 

307.9075 

62.2035 

.8 

444.8809 

74.7699 

.9 

311.0255 

62.5177 

.9 

448.6273 

75.0841 

For  diameters  from  j1^  to  100,  advancing  by  tenths. 

JONES    &    LAUGHLIN     STEEL    CO.           221 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5947 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513    77.9115 

.8 

651.4407 

90.4779 

.9 

486.9547    78.2257 

.9 

655.9724 

90.7920 

25.0 

490.8739    78.5398 

29.0 

660.5199 

91.1062 

.1 

494.8087    78.8540 

.1 

665.0830 

91.4203 

.2 

498.  7592  !  79.1681 

.2 

669.6619 

91.7345 

.3 

502.7255;  79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075    79.7965 

.4 

678.8668 

92.3628 

.5 

510.7052    80.1106 

.5 

683.4928 

92.6770 

.6     |  514.  7185    80.4248 

.6 

688.1345 

92.9911 

.7     J518.7476    80.7389 

.7 

692.7919 

93.3053 

.8      522.7924    81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

'.3 

721.0662 

95.1903 

.4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163  i  83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025!  83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044    84.1947 

,.8 

745.0601 

96.7611 

.9 

568.3220    84.5088 

.9 

749.9060 

97.0752 

27.0 

572.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

759.6450 

97.7035 

2 

581.0690    85.4513 

.2 

764.5380 

98.0177 

'.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

.4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.5 

593.9574!  86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849    86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282    87.0221 

.7 

789.2388 

99.5885 

.8 

606.9871     87.3363 

.8 

794.2260 

99.9026 

.9 

611.  3618  |  87.6504 

.9 

799.2290 

100.2168 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

222           JONES    &     LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

32.0 

804.2477 

100.5310 

36.0 

1017.8760 

113.0973 

.1 

809.2821 

100.8451 

.1 

1023.5387 

113.4115 

.2 

814.3322 

101.1593 

.2 

1029.2172 

113.7257 

.3 

819.3980 

101.4734 

.3 

1034.9113 

114.0398 

.4 

824.4796 

101.7876' 

.4 

1040.6212 

114.3540 

.5 

829.5768 

102.1018 

.5 

1046.3467 

114.6681 

.6 

834.6898 

102.4159 

.6 

1052.0880 

114.9823 

.7 

839.8185 

102.7301  !        .7 

1057.8449 

115.2965 

.8 

844.9628 

103.0442          .8 

1063.6176 

115.6106 

.9 

850.1229 

103.3584          .9 

1069.4060 

115.9248 

33.0 

855.2986 

103.672I) 

•37.0 

1075.2101 

116.2389 

.1 

860.4902 

103.9867 

.1 

1081.0299 

116.5531 

.2 

865.6973 

104.3009 

.2 

1086.8654 

116.8672 

.3 

870.9202 

104.6150 

.3 

1092.7166 

117.1814 

.4 

876.1588 

104.9292 

.4 

1098.5835 

117.4956 

.5 

881.4131 

105.2434 

.5 

1104.4662 

117.8097 

.6 

886.6831 

105.5575 

.6 

1110.3645 

118.1239 

.7 

891.9688 

105.8717 

.7 

1116.2786 

118.4380 

.8 

897.2703 

106.  1858  j 

.8 

1122.2083 

118.7522 

.9 

902.5874 

106.5000 

.9  ' 

1128.1538 

119.0664 

34.0 

907.9203 

106.8142 

38.0 

1134.1149 

119.3805 

.1 

913.2688 

107.1283. 

.1 

1140.0918 

119.6947 

.2 

918.6331 

107.4425; 

.2 

1146.0844 

120.0088 

.3 

924.0131 

107.7566 

.3 

1152.0927 

120.3230 

.4 

929.4088 

108.0708 

.4 

1158.1167 

120.6372 

.5 

934.8202 

108.3849 

.5 

1164.1564 

120.9513 

.6 

940.2473 

108.6991 

.6 

1170.2118 

121.2655 

.7 

945.6901 

109.0133 

.7 

1176.2830 

121.5796 

.8 

951.1486 

109.3274 

.8 

1182.3698 

121.8938 

.9 

956.6228 

109.6416 

.9 

1188.4724 

122.2080 

35.0 

962.1128 

109.9557 

39.0 

1194.5906 

122.5221 

.1 

967.6184 

110.2699 

.1 

1200.7246 

122.8363 

.2 

973.1397 

110.5841 

.2 

1206.8742 

123.1504 

.3 

978.6768 

110.8982 

.3 

1213.0396 

123.4646 

.4 

984.2296 

111.2124 

.4 

1219.2207 

123.7788 

.5 

989.7980 

111.5265 

.    .5 

1225.4175 

124.0929 

.6 

995.3822 

111.8407 

.6 

1231.6300 

124.4071 

.7 

1000.9821 

112.1549 

.7 

1237.8582 

124.7212 

.8 

1006.5977 

112.4690 

.8 

1244.1021 

125.0354     • 

.9 

1012.2290 

112.7832 

.9 

1250.3617 

125.3495 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

JONES    & 

LAUGHLIN     STEEL    CO.           223 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

2 

1269.2348 

126.2920 

.2 

1534.3853 

138.8584 

'.3 

1275.5573 

126.6062 

.3 

1541.3360 

139.1726 

A 

1281.8955 

126.9203 

.4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

.5 

1555.2847 

139.8009 

.6     i  1294.  6189 

127.5487 

.6 

1562.2826 

140.1153 

.7      1301.0042 

127.8628 

.7 

1569.2962 

140.4292 

.8 

1307.4052  128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3706 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.  7024!  129.  1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

.3 

1611.7077 

142.3142 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8* 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

.9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 

.2 

1676.3853 

145.1416 

.3 

1405.  3051  j  132.  8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5697 

147.3407 

43.0 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6550 

.1 

1458.  9635  1!35.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 

1472.5352 

136.0310 

.3 

1757.1635 

148.5973 

.4 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 

.6 

1493.0105 

136.9734 

.6 

1779.5237 

149.5398 

.7 

1499.8670 

137.2876 

.7 

1787.0086 

149.8540 

.8 

1506.7393 

137.6018 

.8 

1794.5091 

150.1681 

.9 

1513.6272 

137.9159 

.9 

1802.0254 

150.4823 

For  diameters  from  ^g  to  100,  advancing  by  tenths. 

224           JONES    &    LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClKCUM. 

DlAM. 

AREA 

ClRCUM. 

48.0 

1809.5574 

150.7964 

52.0 

2123.7166 

163.3628 

.1 

1817.1050 

151.1106 

.1 

2131.8926 

163.6770 

.2 

1824.6684 

151.4248 

.2 

2140.0843 

163.9911 

.3 

1832.2475 

151.7389 

.3 

2148.2917 

164.3053 

.4 

1839.8423 

152.0531 

.4 

2156.5149 

164.6195 

.5 

1847.4528 

152.3672 

.5 

2164.7537 

164.9336 

.6 

1855.0790  152.6814 

.6 

2173.0082 

165.2479 

^7 

1862.7210 

152.9956 

7 

2181.2785 

165.5619 

'.8 

1870.3786  153.3097 

0 

2189.5644 

165.8761 

.9 

1878.0519 

153.6239 

!9 

2197.8661 

166.1903 

49.0 

1885.7409 

153.9380 

i   53.0     2206.1834 

166.5044 

.1 

1893.4457 

154.2522 

.1     12214.5165 

166.8186 

.2     1901.1662 

154.5664 

.2     2222.8653 

167.1327 

.3     U908.9024 

154.8805 

3 

2231.2298 

167.4469 

.4     1916.6543 

155.1947 

.4     2239.6100 

167.7610 

.5    11924.4218 

155.5088 

.5     2248.0059 

168.0752 

.6     11932.2051  155.8230 

.6     2256.4175 

168.3894 

.7     1940.0042  156.1372 

.7 

2264.8448 

168.7035 

.8    11947.8189 

156.4513 

.8 

2273.2879 

169.0177 

.9     1955.6493 

156.7655 

.9 

2281.  7466  i  169.  3318 

50.0     1963.4954 

157.0796 

54.0 

2290.2210 

169.6460 

.   .1      1971.3572 

157.3938 

.1 

2298.7112 

169.9602 

.2     11979.2348 

157.7080 

.2 

2307.2171 

170.2743 

.3     1987.1280 

158.0221 

.3 

2315.7386 

170.5885 

.4    11995.0370 

158.3363 

.4 

2324.2759 

170.9026 

.5     12002.9617 

158.6504 

.5     2332.8289 

171.2168 

.6     2010.9020 

158.9646 

.6     2341.3976 

171.5310 

.7 

2018.8581 

159.2787 

.7     2349.9820 

171.8451 

.8 

2026.8299 

159.5929 

.8     !2358.5821 

172.1593 

.9 

2034.8174 

159.9071 

.9     12367.1979 

172.4735 

51.0 

2042.8206  160.2212 

55.0     2375.8294 

172.7876 

.1     2050.8395  160.5354 

.1      2384.4767 

173.1017 

.2     12058.8742 

160.8495 

.2     2393.1396 

173.4159 

.3     2066.9245 

161.1637 

.3 

2401.8183 

173.7301 

.4     2074.9905 

161.4779 

.4 

2410.5126 

174.0442 

.5     12083.0723 

161.7920 

.5     2419.2227 

174.2584 

.6     12091.1697 

162.1062 

.6     2427.9485 

174.6726 

.7     2099.2829 

162.4203 

.7     2436.6899 

174.9867 

.8     2107.4118 

162.7345 

.8     2445.4471 

175.3009 

.9 

2115.5563 

163.0487 

.9 

2454.2200 

175.6150 

For  diameters  from  T\,  to  100,  advancing  by  tenths. 

JONES    &    LAUGHLIN     STEEL    CO.           225 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

CIRCUM: 

56.0 

2463.0086 

175.9292 

60.0 

2827.4334 

188.4956 

.1 

2471.8130 

176.2433 

.1 

2836.8660 

188.8097 

.2 

2480.6330 

176.5575 

.2 

2846.3144 

189:1239 

.3 

2489.4687 

176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.3201 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1873 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.8830 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8129 

178.7566 

.9 

2912.8926 

191.3230 

57.0 

2551.7586 

179.0708 

61.0 

2922.4666  191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6985 

180.3274 

.4 

2960.9197 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2605.7626 

180.9557 

.6 

2980.2405 

193.5221 

.7 

2614.8183 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9767 

181.8982 

.9 

3009.3395 

194.4646 

58.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173  195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798  195.4071 

.3 

2669.4820 

183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6476 

183.4690 

.4 

3058.1520 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3067.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.7869 

196.6637 

.7 

2706.2386 

184.4115 

.7 

3087.6279 

196.9779 

.8 

2715.4670 

184.7256 

.8 

3097.4847 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571 

197.6062 

59.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2466 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0688 

198.5487 

.3 

2761.8448 

186.2964 

.3 

3147.0040 

198.8628 

.4 

2771.1675 

186.6106 

.4 

3156.9550 

199.1770 

.5 

2780.5058 

186.9248 

.5 

3166.9217 

199.4911 

.6 

2789.8599 

187.2389 

.6 

3176.9043 

199.8053 

.7 

2799.2297 

187.5531 

.7 

3186.9023 

200.1195 

.8 

2808.6152 

187.8672 

.8 

3196.9161 

200.4336 

.9 

2818.0165 

188.1814 

.9 

3206.9456 

200.7478 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

226            J  O  N  E  S    & 

LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES   OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

64.0 

216.9909 

201.0620 

68.0 

3631.6811 

213.6283 

.1 

227.0518 

201.3761 

.1 

3642.3704 

213.9425 

.2 

237.1285 

201.6902 

.2 

3653.0754 

214.2566 

.3 

247.2222! 

202.0044  i 

.3 

3663.7960 

214.5708 

.4 

257.3289  202.3186 

.4 

3674.5324 

214.8849 

.5 

267.4527 

202.6327 

.5 

3685.2845 

215.1991 

.6    . 

3277.5922 

202.9469 

.6      3696.0523 

215.5133 

.7 

3287.7474  203.2610 

.7      3706.8359 

215.8274 

.8 

3297.9183: 

203.5752 

.8      3717.6351 

216.1416 

.9 

3308.1049 

203.8894 

.9      13728.4500 

216.4556 

65.0 

3318.3072 

204.2035 

69.0      3739.2807 

216.7699 

.1 

3328.5253 

204.5176 

.1      3750.1270217.0841 

.2 

3338.7590 

204.8318 

.2      3760.9891  217.3982 

.3 

3349.0085 

205.1460 

.3      3771.8668  217.7124 

.4 

3359.2736 

205.4602 

.4 

3782.7603 

218.0265 

.5 

3369.5545 

205.7743 

.5 

3793.6695  218.3407 

.6 

3379.8510 

206.0885 

.6 

3804.5944  218.6548 

.7 

3390.1633 

206.4026 

.7 

3815.5350  218.9690 

.8 

3400.4913 

206.7168 

.8 

3826.4913 

219.2832 

.9 

3410.8350 

207.0310 

.9      3837.4633 

219.5973 

66.0 

3421.1944 

207.3451 

70.0      ;3848.4510 

219.9115 

.1 

3431.5695 

207.6593 

.1      3859.4544 

220.2256 

.2 

3441.9603 

207.9734 

.2      3870.4736 

220.5398 

.3 

3452.3669 

208.2876 

.3      3881.5084220.8540 

.4 

3462.7891 

208.6017 

.4      3892.5590 

221.1681 

.5 

3473.2270 

1208.9159         .5      3903.6252 

221.4823 

.6 

3483.6807 

209.2301          .6      3914.7072 

221.7964 

.7 

3494.1500  209.5442 

.7      3925.8049 

222.1106 

.8 

3504.6351 

209.8584 

.8 

3936.9182 

222.4248 

.9 

3515.1359  210.1725 

.9 

3948.0473 

222.7389 

67.0 

3525.6524 

210.4867 

71.0      3959.1921  223.0531 

.1 

3536.1845 

210.8009 

.1       3970.3526  223.3672 

.2 

3546.7324 

211.1150 

.2      i  3981.  5289 

223.6814 

.3 

3557.2960  211.4292 

.3      3992.7208 

223.9956 

.4 

3567.  8754!  211.  7433 

.4      4003.9284 

224.3097 

.5 

3578.4704  212.0575 

.5      4015.1518 

224.6239 

.6 

3589.0811 

212.3717 

.6     I4026.390S 

224.9380 

.7 

3599.  70751212.  6858 

.7      4037.6456 

225.2522 

.8 

3610.3497 

213.0000 

.8 

4048.9160 

225.5664 

.9 

3621.0075 

213.3141 

.9 

4060.2022 

225.8805 

For  diameters  from  T1D  to  100,  advancing  by  tenths. 

JONES    &     LAUGHLIN     STEEL    CO.           227 

AREAS    AND    CIRCUMFERENCES   OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

72.0 

4071.5041 

226.1947 

76.0 

4356.4598  238.7610 

.1 

4082.8217 

226.5088 

.1 

4548.4057  239.0752 

.2 

4094.1550 

'226.8230 

.2 

4560.3673  239.3894 

.3 

4105  J  5040 

227.1371 

.3 

4572.  3446  1  239.  7035 

.4 

4116.8687 

227.4513 

.4 

4584.3377  240.0177 

.5 

4128.2491 

227.7655 

.5 

4596.3464  240.3318 

.6 

4139.6452 

228.0796         .6 

4608.3708  240.6460 

.7 

4151.0571 

228.3938 

.7 

4620.4110  240.9602 

.8 

4162.4846  228.7079         .8 

4632.4669  241.2743 

.9 

4173.9279229.0221         .9 

4644.5384 

241.5885 

73.0 

4185  .  3868  1  229  .  3363    77  .  0 

4656.6257 

241.9026 

.1 

4196.8615229.6504         .1 

4668.7287 

242.2168 

.2 

4208.35191229.9646 

.2 

4680.8474 

242.5310 

.3 

4219.8579  230.2787 

.3 

4692.9818 

242.8451 

A 

4231.3797 

230.5929 

.4 

4705.1319 

243.1592 

.5 

4242.9172 

230.9071' 

.5 

4717.2977 

243.4734 

.6 

4254.4704  231.2212 

.6 

4729.4792 

243.7876 

.7 

4266.0394  231.5354; 

.7 

4741.6765 

244.1017 

.8 

4277.6240  231.8495 

.8 

4753.8894 

244.4159 

.9 

4289.2243  232.1637 

.9 

4766.^181 

244.7301 

74.0 

4300.8403  232.4779 

78.0 

4778.3624 

245.0442 

.1 

4312.4721  232.7920 

.1 

4790.6225  245.3584 

.2 

4324.1195  233.1062         .2 

4802.8983  245.6725 

.3 

4335.7827  233.4203 

o 

4815.1897 

245.9867 

.4 

4347.4616:233.7345 

'A 

4827.4969 

246.3009 

.5 

4359.1562  234.0487 

.5 

4839.8198 

246.6150 

.6 

4370.8664234.3628         .6 

4852.1584 

246.9292 

.7 

4382.5924234.67701       .7 

4864.5128 

247.2433 

.8 

4394.3341  234.99111        .8 

4876.8828 

247.5575 

.9 

4406.0916  235.3053 

.9 

4889.2685 

247.8717 

75.0 

4417.8647  235.6194 

79.0 

4901.6699 

248.1858 

.1 

4429.6535  235.9336 

.1 

4914.0871 

248.5000 

.2 

4441.4580  236.2478 

.2 

4926.5199 

248.8141 

.3 

4453.  2783!  236.  5619 

.3 

4938.9685  249.1283 

.4 

4465.1142 

236.8761 

.4 

4951.4328 

249.4425 

.5 

4476.9658 

237.1902 

.5 

4963.9127 

249.7566 

.6 

4488.8332 

237.5044 

.6 

4976.4084 

250.0708 

.7 

4500.7163 

237.8186 

.7 

4988.  9198  j  250.  3850 

.8 

4512.6151 

238.1327 

.8 

5001.  4469  1250.6991 

.9 

4524.5296  238.4469 

.9 

5013.  9897  j  251.  0133 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

228 

[ONES    &    LAUGHLIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM.      j        DlAM. 

AREA           CIRCUM. 

80.0 

15026.5482 

251.3274     84.0 

5541.7694  263.8938 

.1 

15039.1225 

251.6416         .1 

5554.9720  264.2079 

.2 

5051.7124 

251.9557         .2 

5568.  1902;  264.  5221 

.3 

5064.3180 

252.2699  '       .3 

5581.4242  264.8363 

.4 

5076.9394 

252.  5840  ij       .4 

5594.6739  265.1514 

.5 

5089.5764 

252.8982,        .5 

5607.9392  265.4646 

.6 

5102.2292 

253.2124;!       .6 

5621.2203  265.7787 

.7 

15114.8977 

253.5265         .7 

5634.5171  266.0929 

.8 

J5127.5819 

253.8407         .8 

5647.8296  266.4071 

.9 

!5140.2818 

254.  1548  !|       .9 

5661.1578  266.7212 

81.0 

5152.9973 

254.4690     85.0 

5674.5017  267.0354 

.1 

i5165.7287 

254.  7832  !!       .1 

5687.8614  267.3495 

.2 

5178.4757 

255.0973         .2 

5701.2367  267.6637 

.3 

5191.2384 

255.4115         .3 

5714.6277  267.9779 

.4 

5204.0168 

255.7256|        .4 

5728.0345  268.2920 

.5 

5216.8110 

256.0398          .5 

5741.4569  268.6062 

.6 

5229.6208 

256.3540          .6 

5754.8951  268.9203 

.7 

5242.4463 

256.6681          .7 

5768.3490  269.2345 

.8 

5255.2876 

256.9823         .8 

5781.  8185'  269.  5486 

.9 

5268.1446 

257.2966          .9 

5795.3038;  269.8628 

82.0 

5281.0173 

257.6106     86.0 

5808.8048  270.1770 

.1 

5293.9056 

257.9247;        .1 

5822.3215  270.4911 

.2 

5306.8097 

258.2389         .2 

5835.8539  270.8053 

.3 

5319.7295 

258.5531          .3 

5849.4020  271.1194 

.4 

5332.6650 

258.8672         .4 

5862.9659  271.4336 

.5 

5345.6162 

259.1814          .5 

5876.5454  271.7478 

.6 

5358.5832 

259.4956          .6 

5890.1407  272.0619 

.7 

5371.5658 

259.8097          .7 

5903.7516  272.3761 

.8 

5384.5641 

260.1239^        .8 

5917.3783  272.6902 

.9 

5397.5782 

260.4380  |j  .    .9 

5931.0206  273.0044 

83.0 
.1 

5410.6079 
5423.6534 

260.7522     87.0 
261.0663|        .1 

5944.6787  273.3186 
5958.3525  273.6327 

.2 

5436.7146 

261.3805:1       .2 

5972.0420  273.9469 

.3 

5449.7915 

261.6947!        .3 

5985.7472  274.2610 

.4 

5462.8840 

262.  0088  j        .4 

5999.4681  274.5752 

.5 

5475.9923 

262.3230!       .5 

6013.2047  274.8894 

/» 

5489.1163 

262.6371  i!       .6 

6026.9570  275.2035 

!? 

5502.2561 

262.  9513  j!       .7 

6040.7250  275.5177 

.8 

5515.4115 

263.2655  :i       .8 

6054.5088  275.8318 

.9 

5528.5826 

263.5796!        .9 

6068.3082  276.1460 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

J 

ONES    &     LAUGHLIN     STEEL    CO.            229 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA 

ClRCUM. 

DlAM. 

AREA 

ClRCUM. 

88.0 

6082.1234 

276.4602  i 

92.0 

6647.6101 

289.0265 

.1 

6095.9542 

276.7743 

.1 

6662.0692 

289.3407 

.2 

6109.8008 

277.0885 

.2 

6676.5441 

289.6548 

.3 

6123.6631 

277.4026 

.3 

6691.0347 

289.9690 

.4 

6137.5411 

277.7168 

.4 

6705.5410 

290.2832 

.5 

6151.4348 

278.0309 

.5 

6720.0630 

290.5973 

.6 

6165.3442 

278.3451 

.6 

6734.6008 

290.9115 

.7 

6179.2693 

278.6593 

.7 

6749.1542 

291.2256 

.8 

6193.2101 

278.9740 

.8      6763.7233 

291.5398 

.9 

6207.1666 

279.2876 

.9 

6778.3082 

291.8540 

89.0 

6221.1389 

279.6017 

93.0 

6792.9087 

292.1681 

.1 

6235.1268 

279.9159 

.1 

6807.5250 

292.4823 

.2 

6249.1304 

280.2301 

.3 

6822.1569 

292.7964 

.3 

6263.1498 

280.5442 

.3 

6836.8046 

293.1106 

4 

6277.1849 

280.8584 

.4 

6851.4680 

293.4248 

.5 

6291.2356 

281.1725 

.5 

6866.1471 

293.7389 

.6 

6305.3021 

281.4867  !       .6      6880.8419 

294.0531 

.7 

6319.3843 

281.8009 

.7      6895  5524 

294.3672 

.8 

6333.4822 

282.1150 

.8      6910.2786 

294.6814 

.9 

6347.5958 

282.4292 

.9      6925.0205 

294.9956 

90.0 

6361.7251 

282.7433 

94.0      6939.7782 

295.3097 

.1 

6375.8701 

283.0575 

.1      6954.5515 

295.6239 

.2 

6390.0309 

283.3717 

.2      6969.3106 

295.9380 

.3 

6404.2073 

283.6858 

.3      6984.1453 

296.2522 

.4 

6418.3995 

284.0000 

.4      6998.9658 

296.5663 

.5 

6432.6073 

284.3141 

.5      17013.8019 

296.8805 

.6 

6446.8309 

284.6283 

.6      7028.6538 

297.1947 

.7 

6461.0701 

284.9425 

.7      17043.5214 

297.5088 

.8 

6475.3251 

285.2566 

.8      7058.4047 

297.8230 

.9 

6489.5958 

285.5708 

.9 

7073.3033 

298.1371 

91.0      '6503.8822 

285.8849 

95.0 

7088.2184 

298.4513 

.1 

6518.1843 

286.1991 

.1 

7103.1488 

298.7655 

.2      i  6532.  5021 

286.5133 

.2 

7118.1950 

299.0796 

.3 

6546.8356 

286.8274 

.3 

7133.0568 

299.3938 

.4 

6561.1848 

287.1416 

.4 

7148.0343 

299.7079 

.5 

6575.5498 

287.4557 

.5      7163.0276 

300.0221 

.6 

6589.9304 

287.7699 

.6      7178.0366 

300.3363 

.7 

6604.3268 

288.0840  i       .7      7193.0612 

300.6504 

.8 

6618.7388 

288.3982  !       .8      7208.1016 

300.9646 

.9 

6633.1666 

288.7124 

.9      7223.1577 

301.2787 

For  diameters  from  ^  to  ICO,  advancing  by  tenths. 

230           JONES    &     LAUGH 

LIN     STEEL    CO. 

AREAS    AND    CIRCUMFERENCES    OF  CIRCLES 

DlAM. 

AREA       |     CIRCUM. 

DlAM. 

AREA 

CIRCUM. 

96.0 

7238.2295  301.5929 

98.0 

7542.9640 

307.8761 

.1 

7253.3170  301.9071 

.1 

7558.3656 

308.1902 

.2 

7268.4202  302.2212 

.2 

7573.7830 

308.5044 

.3 

7283.5391  302.5354 

.3 

7589.2161 

308.8186 

.4 

7298.6737  302.8405 

.4 

7604.6648 

309.1327 

.5 

7313.8240  303.1637 

.5 

7620.1293 

309.4469 

.6 

7328.9901  303.4779 

.6 

7635.6095  309.7610 

.7 

7344.1718  303.7920 

.7 

7651.1054  310.0752 

.8 

7359.3693  304.1062 

.8 

7666.6170 

310.3894 

.9 

7374.5824  304.4203 

.9 

7682.1444 

310.7035 

97.0 

7389.8113  304.7345 

99.0 

7697.6893 

311.0177 

.1 

7405.0559  305.0486 

.1      7713.2461 

311.3318 

.2 

7420.3162  305.3628 

.2      17728.8206 

311.6460 

.3 

7435.5922  305.6770 

.3 

7744.4107 

311.9602 

.4 

7450.8839  305.9911 

.4 

7760.0166 

312.2743 

.5 

7466.1913  306.3053 

.5 

7775.6382 

312.5885 

.6 

7481.5144  306.6194 

.6 

7791.2754 

312.9026 

.7 

7496.8532  306.9336 

.7 

7806.9284 

313.2168 

.8 

7512.2078  307.2478 

.8 

7822.5971 

313.5309 

.9 

7527.5780  307.5619 

.9 

7838.2815 

313.8451 

1             |ioo.o 

7853.9816 

314.1593 

For  diameters  from  ^  to  100,  advancing  by  tenths. 

To  compute  the  area  or  circumference  of  a  diameter  greater 
than  M)0  and  less  than  1001 : 

Take  out  the  area  or  circumference  from  table  as  though 
the  number  had  one  decimal,  and  move  the  decimal  point  two 
places  to  the  right  for  the  area,  and  one  place  for  the  circum- 
ference. 

EXAMPLE. — Wanted,  the  area  and  circumference  of  5G7.  The  tabular 
area  for5C.7  is  2524.9G87,  and  circumference  178.1283.  Therefore  area  for 
507=252496.87  and  circumference=  1781. 283. 

To  compute  the  area  or  circumference  of  a  diameter  greater 
than  1000: 

Divide  by  a  factor,  as  2,  3,  4,  5,  etc.,  if  practicable,  that  will 
leave  a  quotient  to  be  found  in  table,  then  multiply  the  tabular 
area  of  the  quotient  by  the  square  of  the  factor,  or  the  tabular 
circumference  by  the  factor. 

EXAMPLE.— Wanted,  the  area  and  circumference  of  2109.  Dividing  by 
3,  the  quotient  is  703,  for  which  the  area  is  388150.84,  and  the  circumference 
2208.54.  Therefore  area  of  2109=388150.84 X  9=3493357.50  and  circumfer- 
ence=2208.54  X3=«»25.t;2. 


JO 

N  E  S    & 

L  AU  G  H  L  I 

N     STE 

EL    CO 

231 

RAILROAD    SPIKES 

SIZE  MEASURED 
UNDER  HEAD 
INCHES 

AVERAGE  NUM- 
BER PER  KEG 
OF  200  POUNDS 

NUMBER  REQUIRED 
PER  MILE,  FOR  TIES 
2  FEET  ON  CENTERS, 
4  SPIKES  PER  TIE 

USED  FOR 
RAILS  OF 
WEIGHT 
PER  YARD 

5/^X  1% 

360 

5920 

lbs.=29^  kegs 

45  to  100 

5     X& 

405 

5230 

lbs.=26 

kegs 

40  to    56 

460 

4606 

lbs.=23 

kegs 

35  to   40 

5  2xH 

475 

4460 

Lbs.=23&  kegs 

35  to    40 

A\/  \s  \/ 

518 

4080 

lbs.=20A  kegs 

28  to   35 

4  2x1A 

605 

3515  lbs.=173^  kegs 

24  to    35 

670 

3180 

lbs.=15T^  kegs 

20  to    30 

4>|x^ 

690 

3090 

lbs.=15H  kegs 

20  to    30 

4     XA 

780 

2730 

lbs.=13| 

-  kegs 

20  to    30 

890 

2377 

lbs.=12 

kegs 

16  to    25 

4>|xM 

780 

2730 

lbs.=13| 

kegs 

16  to    25 

4     X^ 

1025 

2044 

lbs.=104  kegs 

16  to    25 

1250 

1740  lbs.=  83^  kegs 

16  to    20 

3  2X^| 

1380 

1592 

lbs.=  8 

kegs 

16  to    20 

2;KXiN 

i 

1650 

1280 

lbs.=  6f  kegs 

12  to    16 

3  ~X& 

1880 

1152 

lbs.=  5^ 

i  kegs 

12  to    16 

2i^xt^ 

2230 

948 

lbs.=  4^ 

ikegs 

8    to    12 

BOAT    SPIKES 

%  inch  square,  12  to  24 

inches  in 

length 

%  inch  square,    8  to  16  inches  in 

length 

Yi  inch  square,    8  to  16 

inches  in 

length 

•ik  inch  square,    6  to  12 

inches  in 

length 

2/8  inch  square,    4  to  12 

inches  in 

length 

•j^  inch  square,    4  to  12 

inches  in 

length 

34  inch  square,    3  to    8 

inches  in 

length 

TWISTED 

BARS 

«   ">             S 

<  S       o° 

ELASTIC  LIMIT 

ULTIMATE  TENSILE  STRENGTH 

IS  ga 

gjf 

-2 

^2  5  S 

e| 

1 

jsll 

&.  z     2  * 

,§3    ' 

3 

|«|o 

jj 

J 

«  <u  .2^ 

M    C*            D    2 

p 

W  *-       k/    "' 

WH 

H 

5*°5fc 

^H 

H 

^H^ 

M      4 

38400 

78400 

104 

68800 

91200 

32 

39130 

71160 

82 

61180 

85380 

39 

H      3  2 

38600 

66000 

71 

60400 

83200 

38 

M      1J^ 

39120 

72720 

86 

60080 

81060 

35 

1          1 

37400 

67500 

80 

61000 

74000 

21 

1M       *A 

38250 

62510 

63 

61300 

79270 

29 

232           JONES    &    LA  U 

GH  LI  N 

STE 

EL    CO. 

WEIGHTS    OF    ROLLED    STEEL    PLATES 

WIDTH,  INCHES 

THICKNESS 

INCHES 

12 

13 

14 

15 

16 

17 

18 

19 

20 

A 

7.65 

8.28 

8.92 

9.56 

10.2 

10.84 

11.48 

12.1 

12.76 

H 

10.2 

11.05 

11.9 

12.75 

13.6 

14.44 

15.3 

16.16 

17.0 

A 

12.75 

13.81 

14.88 

15.94 

17.0 

18.06 

19.12 

20.2 

21  24 

% 

15.3 

16.58    17.86 

19.14 

20.4 

21.68 

22.96 

24.25 

25.5 

R 

17.85 

19.34   20.82 

22.32 

23.8 

25.28 

26.76 

28.28 

29.75 

7$ 

20.4 

22.1 

23.8 

25.5 

27.2 

28.89 

30.6 

32.31 

34.0 

JL 

22.95 

24.86 

26.78 

28.7 

30.6 

32.52 

34  44 

36.34 

38.27 

6^ 

25.5 

27.62   29.71 

31.88 

34.0 

36.12 

38.25 

40.37 

42.5 

n 

28.05   30.39   32.72 

35.06 

37.4 

39.72 

42.08 

44.42 

46.74 

% 

30.6 

33.16   35.71 

38.26 

40.8 

43.36 

45.92 

48.46 

51.0 

i| 

33.15 

35.91 

38.67!  41.43 

44.2 

46.96 

49.72 

52.48 

55.25 

7£ 

35.7 

38.62 

41.65 

44.62 

47.6 

50.6 

53.56 

56.52 

59.5 

n 

38.25 

41.44 

44.63 

47.82 

51.0 

54.2 

57.38 

60.57 

63.76 

i 

40.8 

44.2 

47.63 

51.0 

54.4 

57.8 

61.2 

64.6 

68.0 

A 

43.35 

46.96   50.57 

54.2 

57.8 

61.4 

65.02 

68.64 

72.25 

H 

45.9 

49.72 

53.55 

57.37 

61.2 

65.04 

68.85   72.68 

76.5 

48.45 

52.48 

56  52 

60.56 

64.6 

68.64 

72.68 

76.72 

80.75 

Yi 

51.0 

55.25 

59.5 

63.76 

68.0 

72.26 

76.5 

80.74 

85.0 

JL 

53.55 

58.02 

62.47 

66.95 

71.4 

75.86 

80.33 

84.8 

89.28 

JQ 

56.1 

60.77 

65.45 

70.12 

74.8 

79.48 

84.15 

88.83 

93.5 

JL 

58.65 

63.54 

68.42 

73.  32 

78.2 

83.08 

88.0 

92.88 

97.75 

M 

61.2 

66.3 

71.4 

76.51 

81.6 

86.7 

91.8 

96.9 

102.0 

JL 

63.75 

69.06 

74.38 

79.69 

85.0 

90.31 

95.63 

100.9 

100.3 

££ 

66.3 

71.83 

77.35 

82.88 

88.4 

93.93 

99.  45;  105.0 

110.5 

n 

68.85 

74.58 

80  33 

86.06 

91.8 

97.54 

103.3    109.0 

114.8 

5i 

71.4 

77.35 

83.3 

89.25 

95.2 

101.5 

107.1 

113.1 

119.0 

i| 

78.95 

80.11 

86.28 

92.44 

98.6 

104.8 

110.9 

117.1 

123.3 

>! 

76.5     82.88 

89.25 

95.63 

102.0 

108.4 

114.8 

121.1 

127.5 

n 

79.05   85.64 

92.23 

98.81 

105.4 

112.0 

118.6 

125.2 

131.8 

2 

81.6 

88.4 

95.2 

102.0 

108.8 

115.6 

122.4 

129.2 

136.0 

JONES    &    LAUGHLIN     STEEL    CO.           233 

WEIGHTS    OF    ROLLED    STEEL    PLATES 

WIDTH,  INCHES 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

21.03 
28.05 

13.4 

17.84 

14.04 
18.69 

14.64 
19.56 

16.85 
22.44 

17.56 
23.39 

18.22 
24.33 

18.92 
25.26 

19.62 
26.18 

20.32 
27.1 

22.32 
26.78 
31.24 
35.7 

23.36 
28.06 
32.72 
37.4 

24.44 
29.36 
34.24 
39.1 

27.56 
32.74 
37.86 
42.82 

27.89 
34.11 
39.43 
44.62 

29.83 
35.48 
41.0 
46.41 

30.97 
36.85 
42.58 
48.21 

32.14 
38.22 
44.15 
49.98 

33.26 
39.56 
45.73 
51.74 

34.43 
40.96 
47.32 
53.55 

40.16 

44.64 
49.08 
53.56 

42.04 
46.76 
51.4 
56.1 

44.0 

48.88 
53.76 
58.66 

47.99 
53.01 
58.09 
63.34 

49.95 
55.25 
60.49 
65.99 

51.97 
57.45 
62.91 
68.64 

53.97 
59.66 
65.32 
71.29 

55.97 
61.87 
67.73 
73.92 

57.98 
64.06 
70.14 
76.56 

59.98 
66  31 
72.59 
79.21 

58.01 
62.49 
66.96 
71.4 

60.79 
65.44 
70.13 
74.8 

63.53 
68.43 
73.32 

78.2 

68.61 
73.90 
79.18 
84.46 

71.48 
76.99 
82.47 
87.98 

74.34 
80.07 
85.78 
91.5 

77.19 
83.14 
89.08 
95.01 

80.05 
86.22 
92.39 
98.53 

82.9 
89.31 
95.68 
102.  1 

85.76 
92.37 
99.99 
105.6 

75.85 
80.33 
84.79 
89.26 

79.48     83.08 
84.16     88.0 
88.83    92.88 
93.52     97.76 

89.74 
95.01 
100.3 
105.6 

93.48 
98.99 
104.5 
110.0 

97.21 
102.9 
108.6 
114.4 

101.0 
106.9 
112.8 
118.8 

104.7 
110.9 
117.0 
123.2 

108.4 
114.8 
121.2 
127.6 

112.2 

118  7 
125.4 
132.0 

93.72 
98.17 
102.7 
107.1 

98.16 
102.8 
107.5 
112.2 

102.6 
107.5 
112.4 
117.3 

110.9 
116.1 
121.4 
126.7 

115.6 
121.0 
126.5 
132.0 

120.1 
125.8 
131.5 
137.2 

124.7 
130.7 
136.6 
142.5 

129.3 
135.5 
141.6 
147.8 

133.9 
140.3 
146.7 
153.1 

138.6 
145.2 
151.8 
158.4 

111.6 
116.0 
120.5 
125.0 

116.9 
121.6 
126.2 
130.9 

122.2 
127.1 
132.0 
136.9 

132.0 
137.2 
142.5 
147.8 

137.5 
143.0 
148.5 
154.0 

143.0 

148.7 
154.4 
160.1 

148.5 
154.4 
160.3 
166.3 

154.0 
160.1 
166.3 
172.4 

159.5 
165.8 
172.2 
178.6 

164.9 
171.6 
178.2 
184.1 

129.4 
133.9 
138.3 
142.8 

135.6 
140.3 
144.9 
149.6 

141.8     153.1 
146.5     158.4 
151.5     163.6 
156.4     168.9 

159.5 
164.9 
170.5 
176.0 

165.8 
171.6 
177.3 
183.0 

172.2 

178.2 
184.1 
190.0 

178.6 
184.8 
190.9 
197.1 

185.0 
191.4 
197.7 
204.1 

191.4 
198.0 
203.6 
211.1 

Allowances  for  overweight  added  to  plates  24  inches  wide  and  upwards, 
according  to  Manufacturers'  Standard  Specifications  on  page  191. 

234           JONES    &LAU 

GH  L 

IN     STEEL    CO. 

WEIGHTS    OF    ROLLED    STEEL    PLATES 

THICKNESS 

WIDTH,  INCHES 

INCHES 

31 

32 

33 

34 

35   ' 

36 

38 

40 

42 

A 

21.73 

22.44 

23.14 

23.85 

24.55 

25.26 

26.62 

*28.07 

29.48 

H 

29.0 

29.92 

30.84 

31.77 

32.69 

33.65 

35.55 

37.04 

39  25 

0 

jg 

35.57 

36.72 

37.84 

39.0 

40.13 

41.3 

43.62 

45.88 

48.21 

$j 

42.31 

43.66 

45.03 

46.39 

47.76 

49.14 

51.87 

54.57 

57.31 

n 

48.89 

:,ii  |.; 

52.03 

53.6 

55.2 

56.80 

.Vi  I'.', 

63.07 

66.23 

y* 

55.34 

57.  12 

H  '.'1 

60.67 

>,_'    is 

64.26 

67.85 

71.4 

74.97 

•fs 

61.99 

63.98 

65.96 

67.97 

69.97 

70.98 

75.95 

79.09 

83.95 

H 

68.fi 

70.72;  72.94 

75.13 

77.33 

79.56 

S3.  07 

vs.  44 

92.85 

n 

75.02 

77.43 

82.22 

84.66 

s:  n 

91.95 

96.75101.6 

x-l 

81.85 

84.47 

87.11 

89.75 

'.'_'  4:1 

95.07100.3 

105.0    110.9 

1$ 

88.62    91.48 

94.34 

97.2 

100.1 

102.9 

108.6 

114.4 

120.1 

el 

95.43    98.53101.6 

104.8 

107.8    110.9 

117.0 

123.2    129.4 

XI 

102.3    105.6    108.9 

112.2 

115.5  1118.8 

125.4 

Ktt  0 

138.6 

1 

109.1 

112.6    116.1 

119.7 

123.2 

126.7 

133.7 

140.8 

147.8 

5ft 

115.9 
122.7 

119.6 
126.7 

123  4 
130.7 

127.1 
134.0 

130.8 

l.>  ti 

134.6 
142.5 

142.1 
150.4 

149.6 
1.58.4 

157.0 
166.  3 

UJ 

129.5 
136.4 

133.7 
140.8 

137.9 
145.2 

142.1  il46.3 
149.6    154.0 

150.5 

158.4 

158.8 
167.0 

166.7 
176.0 

175.5 

184.8 

l* 

143.2 

147.8 

152.4 

157.0 

161.7 

166.2 

175.5    184.8    194.0 

8J 

1.50.0 

154  8 

160.7 

164.4 

169.4 

174.2 

1S3.9    193.6    203.3 

1 

156.8 
163.6 

161.9 
168.9 

166.9 
174.2 

172.0 
179.5 

177.1 
184.8 

182.2 
190.0 

192.3    202.3    212.5 
200.6    211.1    221.7 

1A 

170.5 

176.0 

181.5 

186.5 

192.4 

198.0 

208.9    219.9    231.0 

js^ 

177.3 

183.0 

188.7 

194.4 

200.2    205.9  1218.0    228.7    240.2 

Ml 

184.1 

190.0 

196.0 

201.9 

307.8    218.8   225.7    237.5   24'.).  4 

l^i 

190.9 

197.1 

203.2 

.'in  :i 

215.5    221.7    234.0    246.3    2.YS.U 

•  1 

197.7 
204.6 
211.4 

204.1 
211.1 
218.2 

210.5 
217.8 
225.0 

216.9 
224.3 
231.8 

223.3    229.6 
231.0    237.5 
238.7    245.5 

242.4    255.1    2C.7.9 
2.50.7    263.9    277.1 
259.1    272.7  i2S6.4 

2 

218.2 

225.2 

232.3 

239.3 

246.3 

253.4 

267.5   281.5   295.6 

Allowances  for  overweight  added  to  plates  24  inches  wide  and  upwards, 

according  to  Manufacturers'  Standard  Specifications  on  page  191. 

JONES    &    LAUGHLIN     STEEL    CO.           235 

WEIGHTS    OF    ROLLED    STEEL    PLATES 

WIDTH  IN  INCHES 

44 

46 

48 

50 

52 

54 

56 

58 

60 

30.89 

32.22 

33.7 

35.11 

36.43 

37.84 

39.25 

40.66 

42.06 

41.12 

43.02 

44.88 

46.77 

48.66 

50.51 

52.36 

54.21 

56.10 

50.46 

52.79 

55.13 

57.37 

59.66 

61.95 

64.27 

66.53 

68.86 

60.05 

62.82 

65.43 

68.22 

70.96     73.7 

76.44 

79.18 

81.92 

69.37 

72.58       75.73 

78.86 

82.01  !  85.16 

88.3 

91.46 

94.64 

78.54 

82.11       85.68 

89.25 

92.82     96.43 

99.96 

103.5 

107.1 

87.88 

91.96       95.97 

99.9 

103.9     107.9 

111.9 

116.0 

120.0 

97.26 

101.7 

105.1 

110.5 

114.9    1119.3 

123.7 

128.1 

132.6 

106.4 

111.3 

116.2 

121.0 

125.8    |130.6 

135.5 

140.3 

145.2 

116.1 

121.4 

126.7 

132.0 

137.3    !142.6 

147.9 

153.1 

158.4 

. 

125.8 

131.5 

137.2 

143.0 

148.7     154.4 

160.1 

165.8 

171.5 

135.5 

141.7 

147.8 

154.0 

160.1     166.3 

172  4 

178.6 

184.7 

145.2 
154.8 

151.8 
161.9 

158.4 
168.9 

164.9 
176.0 

171.6     178.2 
183.0     190.0 

184.8 
197.1 

191.4 
204.1 

198.0 
211.1 

164.6 

172.0 

179.5 

187.0       194.4 

201.9 

209.3 

216.8 

224  3 

174.2 

182.1 

190.0 

198.0       205.8    1213.8 

221.7    229.6 

237.5 

183.9 

192.3 

200.6 

208.9       217.3     225.7 

234.0    242.4 

250.7 

193.6 

202.4 

211.1 

219.9       228.8 

237.6 

246.3 

255.1 

264.0 

203.2 

212.5 

221.7 

230.9 

240.2 

249.4 

258.6 

267.9 

277.2 

212.9 

222.6 

232.4 

241.9 

251.6 

261.3 

271.0 

280.7 

290.3 

222.6 

232.7 

242.8 

253.0 

263.1 

273.2 

283.3  i293.4 

303.5 

232.3 

242.8 

253.8 

263.9 

274.5 

285.  1 

295.6 

306.2 

316.7 

241.9 

252.9 

263.9 

274.9 

285.9 

296.9 

307.9 

318.9 

329.9 

251.6 

263.1 

274.  5 

285.9 

297.4 

308.8 

320.2 

331.7 

343.1 

261.3 

273.2 

285.0 

296.9 

308.8 

320.7 

332.6 

344.4 

356.3 

271.0 

283.3 

295.6 

307.9 

320.2 

332.6 

344.9 

357.2 

369.5 

280.7 

293.4 

306.1 

318.9 

331.7 

344.4 

357.2 

370.0 

382.7 

290.3 

303.5       316.7 

329.9 

343.1 

356.3 

369.5    382.7     385.9 

300.0 

313.6       326.3 

340.9 

354.5 

368.2 

381.8    395.5 

409.1 

309.7 

323.8 

337.8 

351.0 

366.0 

380.1 

394.1 

408.2 

422.3 

Allowances  for  overweight  added  to  plates  24  inches  wide  and  upwards, 

according  to  Manufacturers'  Standard  Specifications  on  page  191. 

236           JONES    &    LAUGHL 

IN     STEEL    CO. 

RADII    OF    GYRATION 

Two    Equal   Legged   Angles  —  Star   Section 

I         '""    \    \J 

i'ig  xir  IT  i«itt 

I./' 
kx. 

i          f                         • 

J 

"T* 

X 

Radii  corresponding  to  direction  of  arrows 

bub,  Inches 

Inches 

Area 

2  Angles 

\\  cljilit 

per  Ft. 
2  Angles 

''o 

'* 

r, 

2      X2 

K 

1.88 

6.4 

.75 

.96 

1.12 

tk 

2.30 

8.0 

.74 

.97 

1.15 

% 

2.72 

9.4 

.73 

.99 

1.17 

y* 

3.12 

10.6 

.72 

1.00 

1.20 

2^X2^ 

y± 

2.38 

8.2 

.96 

.16 

.32 

~fs 

2.94 

10.0 

.95 

.17 

.35 

% 

3.46 

11.8 

.94 

.18 

.38 

A 

4.00 

13.6 

.93 

.20 

.41 

y* 

4.50 

15.4 

.92 

.21 

.43 

3     X3 

M 

2.88 

9.8 

1.17 

.36 

.52 

A 

3.56 

12.2 

.16 

.37 

.55 

H 

4.22 

14.4 

.14 

.38 

.59 

4.86 

16.6 

.13 

.39 

.61 

% 

5.50 

18.8 

.12 

.40 

.64 

& 

6.12 

20.8 

.11 

.42 

1.67 

y% 

6.72 

23.0 

.10 

1.43 

1.70 

3^X3^ 

\i 

3.38 

11.6 

.37 

1.56 

1.72 

JL 

4.18 

14.4 

.36 

1.57 

1.75 

8 

4.96 

17.0 

.35 

1.58 

.78 

5.74 

19.6 

.34 

1.59 

.81 

y& 

6.50 

22.2 

.32 

1.60 

.84 

X 

7.24 

24.8 

.31 

1.62 

.87 

H 

7.96 

27.2 

.30 

1.63 

.90 

JONES    &    LAUGHLIN     STEEL    CO.           237 

RADII    OF    GYRATION 

Two   Equal    Legged 

Angles  —  Star   Section 

"A          -     -- 
*x 
i                            N^ 

"  ^is  Tic  Plate 

/                ^s  •?» 

"~/r                         *\ 

Radii  corresponding  to  direction  of  arrows 

b  x  b,  Inches 

t 

Inches 

Area 

2  Angles 

Weight 
per  Ft. 
2  Angles 

r0 

'. 

r, 

4X4 

.ft 

4.80 

16.4 

.57 

1.78 

1.96 

| 

5.72 

19.6 

.55 

1.79 

1.98 

6.62 

22.6 

.54 

1.80 

2.01 

&j 

7.50 

25.6 

.53 

1.81 

2.04 

ft 

8.36 

28.6 

.51 

1.82 

2.07 

H 

9.22 

31.4 

.50 

1.83 

2.10 

H 

10.06 

34.2 

.49 

1.84 

2.13 

M 

10.88 

37.0 

.48 

1.85 

2.16 

5X5 

% 

7.22 

24.6 

.96 

2.19 

2.39 

A 

8.36 

28.6 

.95 

2.20 

2.42 

9.50 

32.4 

.94 

2.21 

2.45 

1% 

10.62 

36.2 

.92 

2.22 

2.47 

% 

11.72 

40.0 

.91 

2.23 

2.50 

I 

12.82 
13.88 

43.6 
47.2 

.90 

.89 

2.24 
2.25 

2.53 
2.56 

if 

14.94 

50.8 

.88 

2.26 

2.59 

15.98 

54.4 

.86 

2.27 

2.62 

238           JONES    &     LAUGHLIN     STEEL    CO. 

RADII    OF    GYRATION 

Two    Equal    Legged   Angles  —  Star    Section 

T  --4-      X«  Tie  Plate 
XJ         Kj 

~^~ 

;      '/X'F 

* 

Radii  corresponding  to  direction  of  arrows 

b  x  bt  Inches 

Inches 

Area         Weight 
2  Angles     P££es        "• 

^ 

r,- 

6X6 

v% 

8.72 

29.8 

2.36 

2.59 

2.80 

A 

10.12 

34.4 

2.35 

2.60 

2.82 

L£ 

11.50 

39.2 

2.34 

2.61 

2.85 

A 

12.86 

43.8 

2.33 

2.63 

2.88 

% 

14.22 

48.4 

2.32 

2.64 

2.91 

ii 

15.56 

53.0 

2.31 

2.65 

2.94 

M 

16.88 

57.4 

2.30 

2.66 

2.96 

it 

18.18 

62.0 

2.28 

2.67 

2.99 

% 

19.48 

66.2 

2.27 

2.68 

3.02 

8X8 

K 

15.50 

52.8 

3.16 

3.42 

JL 

17.36 

59.2 

3.15 

3.43 

y* 

19.22 

65.4 

3.14 

3.44 

ii 

21.06 

71.6 

3.12 

3.45 

% 

22.88 

77.8 

3.11 

3.46 

it 

24.68 

84.0 

3.10 

3.48 

V% 

26.46 

90.0 

3.09 

3.49 

it 

28.24 

96.2 

3.08 

3.50 

1 

30.00 

102.0 

3.06 

3.51 

Ithi 

31.74 

108.0 

3.05 

3.52 

IY* 

33.46 

113.8 

3.04 

3.53 

JONES    &    LAUGHLIN     STEEL    CO.  239 

METRIC    CONVERSION    TABLE 

Arranged  by  C.  W.  Hunt,  New  York 


Millimetres  X  .03937  =  inches. 

Millimetres  -r-  25. 4  =  inches 

Centimetres  X  .  3937  =  inches. 

Centimetres  -r-  2. 54  =  inches. 

Metres  X  39. 37  =  inches.     (Act  Congress.) 

Metres  X  3.281  =  feet. 

Metres  X  1-094  =  yards. 

Kilometres  X  .  621  =  miles. 

Kilometres  -v-  1.6093=  miles. 

Kilometres  X  3280.8693  =  feet. 

Square  millimetres  X  .00155  =  square  inches. 

Square  millimetres  -=-  645. 1  =  square  inches. 

Square  centimetres  X  .  155  =  square  inches. 

Square  centimetres  H-  6. 451  —  square  inches. 

Square  metres  X  10.764  =  square  feet. 

Square  kilometres  X  247. 1  =  acres. 

Hectare  X  2.471  =  acres. 

Cubic  centimetres  -f-  16.383  =  cubic  inches. 

Cubic  centimetres  •*•  3.  69  =  fluid  drams  (U.  S.  Phar.). 

Cubic  centimetres  •+•  29.57  =  fluid  ounce  (U.  S.  Phar.). 

Cubic  metres  X  35.315  =  cubic  feet. 

Cubic  metres  X  1 . 308  =  cubic  yards. 

Cubic  metres  X  264.2  =  gallons  (231.  cubic  inches). 

Litres  X  61.022  =  cubic  inches  (Act  Congress). 

Litres  X  33.84=  fluid  ounces  (U.  S.  Phar.). 

Litres  X  .2642  =  gallons  (231.  cubic  inches). 

Litres  -r-  3. 78  =  gallons  (231.  cubic  inches) 

Litres  •*•  28. 316  =  cubic  feet. 

Hectolitres  X  3.531  =  cubic  feet. 

Hectolitres  X  2.84  =  bushels  (2150. 42  cubic  inches). 

Hectolitres  X  •  131  =  cubic  yards. 

Hectolitres  X  26.42  =  gallons  (231.  cubic  inches). 

Grammes  X  15.432  =  grains  (Act  Congress). 

Grammes  -^  981.  =  dynes. 

Grammes  (water)  -r-  29.57  =  fluid  ounces. 

Grammes  H-  28.35=  ounces  avoirdupois. 

Grammes  per  cubic  centimetre  -r-  27.7  =  pounds  per  cubic  inch. 

Joule  X  .7373=  foot  pounds. 

Kilo-grammes  X  2.2046  =  pounds. 

Kilo-grammes  X  35.3  =  ounces  avoirdupois. 

Kilo-grammes  •+•  907.2  =  tons  (2000  pounds). 

Kilo-grammes  per  square  centimetreX  14.223=  pounds  per  square  inch. 

Kilo-gram-metres  X  7.233  =  foot  pounds. 

Kilo-grammes  per  metre  X  .  672  =  pounds  per  foot. 

Kilo-grammes  per  cubic  metre  X.062  =  pounds  per  cubic  foot. 

Kilo-grommes  per  cheval  X  2.235  =  pounds  per  horse-power. 

Kilo-watts  X  1.34  =  horse-power. 

Watts  -r-  746.  =  horse-power. 

Watts  X  .  7373  =  foot  pounds  per  second. 

Calorie  X  3.968  =  B.  T.  U. 

Cheval  vapeur  X  .9863  =  horse-power. 

(Centigrade  X  1.8)  +  32  =  degrees  Fahrenheit. 

Franc  X  .  193  =  dollars. 

Gravity  Paris  =  980.94  centimetres  per  second. 

Tonneau  X  1. 1023  =  tons  (2000  pounds). 


240 

JON 

E  S 

& 

LA 

UG 

H  LI 

N 

ST 

E 

E  L 

CO. 

AREAS    OF    ANGLES    AND    PLATES 
Plate  and   Angle    Columns 


si 

S 

AREA 

AREA 

0  I 

w  2 

o  „ 

AREA 

13-iNCH  PLATE 

14-iNCH  PLATE 

v>  *-* 

«l-l 

<  s 

W—  i 

u  < 

fc  <-> 

^  j" 

==  H 

H 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

Kg 

38 

C/5 

S 

^ 

6X6 

8.72 

17.44 

4.88 

9.76 

5.25 

10.50 

y* 

10.12 

20.24 

5.69 

11.38 

6.13 

12.26 

* 

S 

11.50 

23.00 

6.50 

13.00 

7.00 

14.00 

A 

12.88 

25.76 

7.31 

14.62 

7.88 

15.76 

A 

% 

14.22 

28.44 

8.13 

16.26 

8.75 

17.50 

5/8 

tt 

15.56 

31.12 

8.94 

17.88 

9.63 

19.26 

tt 

16.88 

33.76 

9.75 

19.50 

10.50 

21.00 

s/A. 

13 
16 

18.18 

36.36 

10.56 

21.12 

11.38 

22.76 

tt 

% 

19.48 

38.96 

11.38 

22.76 

12.25 

24.50 

H 

tt 

20.76 

41.52 

12.19 

24.38 

13.13 

26.26 

tt 

22.00 

44.00 

13.00 

26.00 

14.00 

28.00 

*iS 
0  S 

S 

AREA 

AREA 

x  « 

og 

II 

l| 

AREA 

13-iNCH  PLATE 

12-iNCH  PLATE 

83 

2    .* 

u  < 

M1"" 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

1  Plate 

•2  Plates 

^  J 
X  £ 

^ 

6X4 

7.22 

14.44 

4.88 

9.76 

4.50 

9.00 

*/8 

"A 

or 

8.38 

16.76 

5.69 

11.38 

5.25 

10.50 

A 

/^ 

5X5 

9.50 

19.00 

6.50 

13.00 

6.00 

12.00 

l/2 

A 

10.62 

21.24 

7.31 

14.62 

6.75 

13.50 

A 

^ 

11.72 

23.44 

8.13 

16.26 

7.50 

15.00 

tt 

12.82 

25.64 

8.94 

17.88 

8.25 

16.50 

tt 

13.88 

27.76 

9.75 

19.50 

9.00 

18.00 

M 

tt 

14.94 

29.88 

10.56 

21.12 

9.75 

19.50 

tt 

/B 

15.98 

31.96 

11.38 

22.76 

10.50 

21.00 

H 

tt 

17.00 

34.00 

12.19 

24.38 

11.25 

22.50 

tt 

1 

18.00 

36.00 

13.00 

26.00 

12.00 

24.00 

1 

JONES    &    LAUGHLIN     STEEL    CO.            241 

AREAS    OF    ANGLES    AND    PLATES 

Plate   and   Angle  Columns 

8S 

9 

AREA 

AREA 
12-iNCH  PLATE 

AREA 
13-iNCH  PLATE 

0  X 

y,z 

H'I-H 
'f.     ., 

<  x 

w1-1 

U  < 

82 

u  < 

u 

N 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

"SB 

Qj 

^s 

•  X 

6X3^ 

6.86 

13.78 

4.50 

9.00 

4.88 

9.76 

•  V 

lo 

7.94 

15.88 

5.25 

10.50 

5.69 

11.38 

A 

9.00 

18.00 

6.00 

12.00 

6.50 

13.00 

1^ 

A 

10.06 

20.12 

6.75 

13.50 

7.31 

14.62 

A 

/% 

11.10 

22.20 

7.50 

15.00 

8.13 

16.26 

5^ 

tt 

12.12 

24.24 

8.25 

16.50 

8.94 

17.88 

H 

M 

13.14 

26.28 

9.00 

18.00 

9.75 

19.50 

% 

if 

14.12 

28.24 

9.75 

19.50 

10.56 

21.12 

if 

J^ 

15.10 

30.20 

10.50 

21.00 

11.38 

22.76 

T/Z 

if 

16.06 

32.12 

11.25 

22.50 

12.19 

24.38 

if 

l 

17.00 

34.00 

12.00 

24.00 

13.00 

26.00 

1 

o  x 
u  >—  < 

a 

]• 

AREA 

AREA 
10-iNCH  PLATE 

AREA 
12-iNCH  PLATE 

a 

a  i—  i 

*  «J~ 

u  < 

gjs 

1 

u  < 

H  "^ 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

A 

5X3^ 

5.12 

10.24 

3.13 

6.26 

3.75 

7.50 

A 

iMJ 

6.10 

12.20 

3.75 

7.50 

4.50 

9.00 

A 

7.06 

14.12 

4.38 

8.76 

5.25 

10.50 

A 

/^ 

8.00 

16.00 

5.00 

10.00 

6.00 

12.00 

9 

8.94 

17.88 

5.63 

11.26 

6.75 

13.50 

A 

y 

9.86 

19.72 

6.25 

12.50 

7.50 

15.00 

n 

1 

10.76 
11.64 

21.52 
23.28 

6.88 
7.50 

13.76 
15.00 

8.25 
9.00 

16.50 
18.00 

g 

| 

12.50 
13.36 

25.00 
26.72 

8.13 

8.75 

16.26 
17.50 

9.75 
10.50 

19.50 
21.00 

\ 

» 

14.18 

28.36 

9.38 

18.76 

11.25 

22.50 

15 

' 

242           JONES    &     LAUGHLIN     STEEL    CO. 

AREAS    OF   ANGLES    AND    PLATES 

Plate  and  Angle  Columns 

si 

<r  u 

AREA 

AREA,  S-INCH 
PLATE 

AREA  10-iNCH 
PLATE 

O  I 

SIZE  OF 

2- 

\i 

ANGLES 
INCHBS 

H£| 

2  Angles 

4  Angles 

IPlate 

2  Plates 

IPlate 

2  Plates 

Jl 

A 

5X3 

4.82 

I 

9.64    2.50 

'  5.00  3.13 

6.26 

A 

% 

or 

5.72 

11.44    3.00 

6.00  3.75 

7.50 

y* 

JL 

4X4 

6.62 

13.24    3.50 

7.00  4.38 

8.76 

A 

/^ 

7.50    15.00    4.00 

8.00  5.00 

10.00 

8 

A 

8.38    16.76    4.50 

9.00  5.63 

11.26 

A 

% 

9.22    18.44    5.00 

10.00  6.25 

12.50 

M 

it 

10.06   20.12    5.50 

11.00  6.88 

13.76 

ift 

^ 

10.88 

21.76    6.00 

12.00  7.50 

15.00 

it 

11.68 

23.36    6.50 

13.00  8.13 

16.26 

if 

ji 

12.48 

24.96 

7.00 

14.00  8.75 

17.50 

IA 

si 

AREA 

AREA,  S-INCH 
PLATE 

AREA  10-iNCH 
PLATE 

<s> 

tt.   U 

la 

SIZE  OF 

• 

i- 

S< 

ANGLES 

•INCHES 

X  J 

1" 

* 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

IPlate 

2  Plates 

-H 

A 

4X3 

4.18 

8.36 

2.50 

5.00 

3.13 

6.26 

A 

% 

or 

4.98 

9.96 

3.00 

6.00  3.75 

7.50 

/% 

A 

3^X3^ 

5.76    11.52 

3.50 

7.0014.38 

8.76 

/^ 

6.  ,50    13.00 

4.00 

S.OOiS.OO 

10.00  y> 

A 

7.26,14.52 

4.50 

9.00 

5.63 

11.26    A 

5^ 

7.98    15.96 

5.00 

10.00 

6.25 

12.50   y8 

n 

8.68    17.36i  5.50    11.00 

6.88 

13.76    H 

3/ 

9.38:18.76!  6.00    12.00 

7.50 

15.00    M 

1 

10.06 
10.72 

20.12    6.50 
21.44    7.00 

13.00 
14.00 

8.13 

8.75 

16.26 
17.50 

r 

JONES    &    LAUGHLIN     STEEL    CO.           243 

AREAS    OF    ANGLES    AND    PLATES 

Plate  and  Angle  Columns 

^ 

AREA 

AREA,  S-INCH 
PLATE 

AREA,  10-INCH 
PLATE 

tn 

i    M 
0  X 
(f  u 

K  ™ 

SIZE  OF 

'jt   J 

U   < 

INCHES 

X  - 

U  < 

2  Angles 

4Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

££ 

A 

33^X3 

3.88 

7.76 

2.50 

5.00 

3.13 

6.26 

A 

3/8 

4.60 

9.20 

3.00 

6.00 

3.75 

7.50 

14 

5.32 

10.64 

3.50 

7.00  4.38 

8.76 

^2 

6.00 

12.00 

4.00 

8.00  5.00 

10.00 

i^ 

ft 

6.68 

13.36 

4.50 

9.00 

5.63 

11.26 

ft 

y% 

7.36 

14.72 

5.00 

10.00 

6.25 

12.50 

5^ 

H 

8.00 

16.00 

5.50 

11.00 

6.88 

13.76 

H 

3/r 

8.64 

17.28 

6.00 

12.00 

7.50 

15.00 

3^ 

p 

9.26 

18.52 

6.50 

13.00 

8.13 

16.26 

^ 

Y* 

9.86 

19.72 

7.00 

14.00 

8.75 

17.50 

7/8 

°  X 
tj-  i-> 

AREA 

AREA,  S-INCH 
PLATE 

AREA,  IO-INCH 
PLATE 

$» 

(J 

la 

SIZE  OF 

«a 

^  *-' 

vJ    < 

INCHES 

B'f 

$» 

2  Angles 

4Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

y 

3y2X2y2 

2.88 

5.76 

2.00 

4.00 

2.50 

5.00 

M 

A 

or 

3.56 

7.12 

2.50 

5.00 

3.13!    6.26 

A 

3X3 

4.22  i    8.44 

3.00 

6.00 

3.75     7.50 

fa 

ft 

4.88  i    9.76 

3.50 

7.00|4.38     8.76 

ft 

Ml 

5.50 

11.00 

4.00 

8.00  5.00  10.00 

i^ 

ft 

6.12 

12.24 

4.50 

9.00  5.63   11.26 

ft 

6.72 

13.44 

5.00 

10.00  6.25 

12.50 

H 

7.32 

14.64 

5.50 

11.00  6.88 

13.76 

H 

X 

7.88 

15.76 

6.00 

12.00 

7.50 

15.00 

K 

244           JONES    &    LAUGHLIN     STEEL    CO. 

AREAS    OF   ANGLES    AND    PLATES 

Plate  and  Angle  Columns 

s! 

if  u 

AREA 

AREA,  G-INCH 
PLATE 

AREA,  S-INCH 
PLATE 

0  I 

/  - 

13 

SIZE  OF 

f.  z 

ta  « 

2    .. 

ANGLES 
INCHES 

P  <~ 

Ij 

2  Angles 

4  Angles 

1  Plate 

2  Plates 

1  Plate 

2  Plates 

^ 

M 

3v/  O1  / 
X^/^2 

2.64 

5.28 

1.50 

3.00 

2.00 

4.00 

X 

A 

3.26 

6.52 

1.88 

3.76 

2.50 

5.00 

TIT 

% 

3.86 

7.72 

2.25 

4.50 

3.00 

6.00 

fi 

7 

4.44 

8.88 

2.63 

5.26 

3.50 

7.00    A 

/4 

5.00 

10.00 

3.00 

6.00 

4.00 

8.00 

1   S 

I 

5.56 
6.10 

11.12 
12.20 

3.38 
3.75 

6.76 
7.50 

4.50 
5.00 

9.00 
10.00 

i 

H 

2^X2^ 

2.38 

4.76 

1.50 

3.00 

2.00 

4.00 

y\ 

2.94 

5.88 

1.88 

3.76 

2.50 

5.00 

A 

% 

3.48 

6.96 

2.25 

4.50 

3.00 

6.00 

A 

4.00 

8.00 

2.63 

5.26 

3.50 

7.00 

A 

LZ 

4.50 

9.00 

3.00 

6.00 

4.00 

8.00 

/^ 

A 

5.00 

10.00 

3.38 

6.76 

4.50 

9.00 

A 

M 

Ol  /  v/        O 
^ZijX      ^ 

2.14 

4.28 

1.50 

3.00 

2.00 

4.00 

M 

A 

2.62 

5.24 

1.88 

3.76 

2.50 

5.00 

A 

3^ 

3.10 

6.20 

2.25 

4.50 

3.00 

6.00 

A 

3.56 

7.12 

2.63 

5.26 

3.50 

7.00 

A 

M 

4.00 

8.00 

3.00 

6.00 

4.00 

8.00 

A 

4.44 

8.88 

3.38 

6.76 

4.50 

9.00 

A 

• 

JONES  &  LA 

UGHLIN  STEEL  CO.     245 

LOGARITHMS  OF  NUMBERS 

No. 
10 

II 
12 
13 

14 
15 
16 

17 
18 
19 

20 

21 
22 
23 

24 
25 
26 

27 
28 
29 

30 

31 
32 
33 

34 
35 
36 

37 
38 
39 

0 

1 

2 

0086 

3 

0128 

0531 
0899 
1239 

1553 

1847 
2122 

2380 
2625 
2856 

4 

5 

6 

0253 

7 

0294 

0682 
1038 
1367 

1673 
1959 
2227 

2480 
2718 
2945 

3160 

8 

0334 

9 

0374 

Diff. 
40 

0000 

0043 

0453 
0828 
1173 

1492 
1790 
2068 

2330 
2577 
2810 

0170 

0569 
0934 
1271 

1584 
1875 
2148 

2405 
2648 

2878 

0212 

0607 
0969 
1303 

1614 
1903 
2175 

2430 
2672 
2900 

0414 
0792 
1139 

1461 
1761 
2041 

2304 
2553 

2788 

0492 
0864 
1206 

1523 
1818 
2095 

2355 
2601 
2833 

0645 
1004 
1335 

1644 
1931 
2201 

2455 
2695 
2923 

3139 

0719 
1072 
1399 

1703 
1987 
2253 

2504 
2742 
2967 

0755 
1106 
1430 

1732 
2014 
2279 

2529 
2765 
2989 

37 
33 
31 

29 
27 
25 

24 
23 
21 

~2T 

20 
19 

18 

17 
17 
16 

16 
15 
14 

3010 

3222 
3424 
3617 

3802 
3979 
4150 

4314 
4472 
4624 

3032 

3243 
3444 
3636 

3820 
3997 
4166 

4330 
4487 
4639 

3054 

3075  3096 

31  IS 

3181 

3201 

3263 
3464 
3655 

3838 
4014 
4183 

4346 
4502 
4654 

4800 

32843304 
3483  3502 
3674  3692 

3856  3874 
4031  4048 
42004216 

43624378 
45184533 
46694683 

3324 
3522 
;3711 

3892 
4065 
4232 

4393 
4548 
4698 

4843 

4983 
5119 
5250 

5378 
5502 
5623 

5740 
5855 
,5966 

3345 
3541 
3729 

3909 
4082 
4249 

4409 
4564 
4713 

3365 
3560 
3747 

3927 
4099 
4265 

4425 
4579 
4728 

3385 
3579 
3766 

3945 
4116 
4281 

4440 
4594 
4742 

3404 
3598 
3784 

3962 
4133 
4298 

4456 
4609 
4757 

4771 

4786 

48144829 

4857 

4997 
5132 
5263 

5391 
5144 
5635 

5752 
5866 
5977 

4871 

5011 
5145 
5276 

5403 
5527 
5647 

5763 

5877 
5988 

4886 

5024 
5159 
5289 

5416 
5539 
5658 

5775 

5888 
5999 

49CO 

5038 
5172 
5302 

5428 
5551 
5670 

5786 
5899 
6010 

9 

14 

4914 
5051 
5185 

5315 
5441 
5563 

5682 
5798 
5911 

4928 
5065 
5198 

5328 
5453 
5575 

5694 
5809 
5922 

4942 
5079 
5211 

5340 
5465 

5587 

5705 
5821 
5933 

4955 
5092 
5224 

5353 

5478 
5599 

5717 

5832 
5944 

4969 
5105 
5237 

5366 
5490 
5611 

5729 
5843 
5955 

13 
13 
13 

13 
12 

12 

12 
12 
11 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

Diff. 

24C            JONES    &     LA  UG 

H  L  I 

N     STEEL    CO. 

LOGARITHMS 

OF 

NUMBERS 

No. 
40 

41 
42 
43 

0       12314 

6021  6031  6042  6053  6064 

5 

16075 

6 

7 

8 

9 

6117 

Diff. 

608560966107 

i  11 

61286138614961606170 
6232  6243  6253  6263  6274 
6335  6345  6355  6365  6375 

61806191620162126222    10 
62846294630463146325    10 
63856395640564156425    10 

44   64356444645464646474 
45   65326542655165616571 
46   66286637664666566665 

6484  6493  6503  6513  6522 
65806590659966096618 
6675  6684  6693  6702  6712 

10 
10 
9 

47 
48 
49 

50 

51 
52 
53 

67216730673967496758 
6812  6821  6830  6839  6848 
6902  6911  6920  6928  6937 

6767  6776  6785  6794  6803 
6857  6866  6875  6884  6893 
69466955696469726981 

9 
9 
9 

9 

8 
8 
8 

6990  6998  7007  7016  7024 

70767084709371017110 
7160  7168  7177  7185  7193 
7243  7251  7259  7267  7275 

70337042 

7050  7059  7067 

71187126 
7202  7210 
7284  7292 

7135  7143  7152 
7218  7226  7235 
730073087316 

54 
55 
56 

7324  7332  7340  7348  7356, 
7404  7412  7419  7427  7435 
7482i7490  749717505  7513 

J7364  7372 
7443  7451 
75207528 

7380  7388  7396 
7459  7466  7474 
7536  7543  7551 

8 
8 
8 

57 

58 
59 

60 

61 
62 
63 

7559  7566  7574  7582  7589 
7634  7642  7649  7657  7664 
7709  7716  7723  7731  7738 

75977604761276197627 
7672  7679  7686  7694  7701 
7745  7752  7760  7767  7774 

7 

8 
8 

7 

7 
6 

7 

7782  7789  7796  7803  7810 

7818  7825 

7832  7839 

7846 

78537860786878757882 
79247931793879457952 
7993:8000800780148021 

7889  7896  7903  7910  7917 
7959  7966  7973  7980  7987 
8028  8035  8041  8048  8055 

64 
65 
66 

8062  8069  8075  8082  8089 
8129  8136  8142  8149  8156 
81958202820982158222 

80968102810981168122 
81628169817681828189 
82288235824182488254 

7 
6 

7 

67 
68 
69 

8261  8267  8274  8280  8287 
8325  8331  8338  8344  8351 
8388  8395  8401  8407  8414 

8293  8299  8306  8312  8319 
8357  8363  8370  8376  8382 
8420  8426  8432  8439  8445 

6 
6 
6 

Diff. 

No. 

01234 

& 

6 

7 

8 

9 

JONES  & 

LA 

UGHLIN  STEE 

L  CO.     247 

LOGARITHMS  OF  NUMBERS 

No. 
70 

71 
72 

73 

0 

1 

A 

8463 

_L 

8470 

4 

5 

6 

8488 

8549 
8609 
8669 

7 

8 

9, 

Diff. 

7 

6 
6 
6 

8451 

8457 

8476 

8482 

8494 

8500 

8561 
8621 
8681 

8506 

8567 
8627 
8686 

8513  8519 
8573  8579 
8633  8639 

8525^531 
8585  8591 
8645  8651 

8537 
8597 
8657 

8543 
'8603 
8663 

8555 
8615 
8675 

74 
75 
76 

8692  8698  8704  8710  8716 
8751  8756  8762  8768  8774 
8808  8814  8820  8825  8831 

8722  8727  8733  8739  8745 
8779  8785  8791  8797  8802 
8837  8842  8848  8854  8859 

6 
6 
6 

77 
78 
79 

88658871887688828887 
89218927893289388943 
89768982898789938998 

8893  8899  8904  8910 
8949,8954  8960  8965 
9004  9009  9015  9020 

8915 
8971 
9025 

6 
5 
6 

80 

81 
82 
83 

9031 

9036 

9042 

90479053 

9058 

9063 

9069;9074 

9079 

6 

5 
5 
5 

9085  9090  9096  9101  9106 
91389143914991549159 
9191  9196  9201  9206  9212 

91129117912291289133 
9165  9170  9175  9180  9186 
9217  9222  9227  9232  9238 

84 
85 
86 

9243  9248  9253  9258  9263  9269  9274  9279  9284  9289  5 
9294  9299  9304  9309  9315  9320  9325  9330  9335  9340  5 
9345  9350  9355  9360  9365  9370  9375  9380  9385  9390  5 

87 
88 
89 

90 

91 
92 
93 

9395  9400  9405  9410  9415 
9445  9450  9455  9460  9465 
9494  9499  9504  9509  9513 

9420 
9469 

9518 

9425  9430  9435 
9474  9479  9484 
9523  9528  9533 

9440 
9489 
9538 

5 
5 
4 

4 

5 
5 
4 

95429547 

9552 

9557 

9562 

9566 

9571  9576  19581 

9586 

9633 
9680 
9727 

9590  9595  9600  9605  9609 
9638  9643  9647  9652  9657 
9685  9689  9694  9699  9703 

9614 
9661 
;9708 

9619  9624  9628 
9666  9671  9675 
9713  9717  9722 

94 
95 
96 

97 
98 
99 

9731  9736  9741  9745  9750 
9777  9782  9786  9791  9795 
9823  9827  9832  9836  9841 

9868J  9872:  9877  9881  9886 
9912  9917  9921  9926  9930 
99569961996599699974 

9754 
9800 
9845 

9890 
9934 
9978 

5 

9759  9763  9768 
9805  9809  9814 
98509854:9859 

9894  9899  9903 
9939  9943;  9948 
9983  9987  9991 

9773 

9818 
9863 

9908 
9952 
9996 

4 
5 
5 

4 
4 
4 

No. 

0 

1 

2 

3 

4 

6 

|  7 

8 

9 

Diff. 

248           JONES    &    LAUGHLIN     STEEL    CO. 

NATURAL   SINES,    TANGENTS  AND    SECANTS 

Advancing   by  10   Minutes 

O  DEGREES 

MINUTES! 

M 
2 

c/5 

TANGENT 

SECANT 

01  DEGREES 

</J 

P 

2 

~. 

00 
10 

20 

H 
2 

C/3 

TANGENT 

H 
2 

3 

C/3 

00 
10 
20 

.0000 
.0029 
.0058 

.001)0 

.0029 
.0058 

1.0000 
1.0000 

1.0000 

.0872 
.0901 
.0929 

.0875 
.0904 
.0934 

1.0038 
1.0041 
1.0043 

30 
40 
50 

.0087 
.0116 
.0145 

.0087 
.0116 
.0145 

1.0000 
1.0001 
1.0001 

30 
40 

r,o 

.0958 
.0987 
.1016 

.0963 
.0992 
.1022 

1.0046 
1.0049 
1.0052 

1 

00 
10 
20 

.0175 
.0204 
.0233 

.0175 
.0204 
.0233 

1.0002 
1.0002 
1.0003 

6 

00 
10 
20 

.1045 
.1074 
.1103 

.1051 
.1080 
.1110 

1.0055 
1.0058 
1.0061 

30 

40 
50 

.0262 
.0291 
.0320 

.0262 
.0291 
.0320 

1.0003 
1.0004 
1.0005 

30 
40 
50 

.1132 
.1161 
.1190 

.1139 
.1169 
.1198 

1.0065 
1.0068 
1.0072 

2 

00 
10 
20 

.0349 
.0378 
.0407 

.0349 
.0378 
.0407 

1.0006 
1.0007 
1.0008 

7 

00 
10 
20 

.1219 
.1248 
.1276 

.1228 
.1257 
.1287 

1.0075 
1.0079 
1.0082 

30 
40 
50 

.0436 
.0465 
.0494 

.0437 
.0466 
.0495 

1.0010 
1.0011 
1.0012 

30 
40 
50 

.1305 
.1334 
.1363 

.1317 
.1346 
.1376 

1.0086 
1.0090 
1.0094 

3 

00 
10 
20 

.0523 
.0552 
.0581 

.0524 
.0553 
.0582 

1.0014 
1.0015 
1.0017 

8 

00 
10 
20 

.1392 
.1421 
.1449 

.1405 
.1435 
.1465 

1.0098 
1.0102 
1.0107 

30 
40 
50 

.0610 
.0640 
.0669 

.0612 
.0641 
.0670 

1.0019 
1.0021 
1.0022 

30 
40 
50 

.1478 
.1507 
.1536 

.1495 
.1524 
.1554 

1.0111 
1.0116 
1.0120 

4 

00 
10 
20 

.0698 
.0727 
.0756 

.0699 
.0729 
.07-58 

1.0024 
1.0027 
1.0029 

9 

00 
10 
20 

.1564 
.1593 
.1622 

.1584 
.1614 
.1644 

1.0125 
1.0129 
1.0134 

30 
40 
50 

.0785 
.0814 
.0843 

.0787 
.0816 
.0846 

1.0031 
1.0033 
1.0036 

30 
40 
50 

.1650 
.1679 
.1708 

.1673 
.1703 
.1733 

1.0139 
1.0144 
1.0149 

JONES    &    LAUGHLIN     STEEL    CO.           249 

NATURAL   SINES,    TANGENTS    AND    SECANTS 

Advancing   by  10   Minutes 

in 
• 

a 

3 

H 

H 
Z 

H 
Z 

| 

H 

H 

h 

Z 

H 
Z 

I 

3 
Z 

Z 

QQ 

1 

< 

H 

3 

D 

Z 

*    2 
c7) 

1 

y 

Q 

S 

< 

H 

Cfl 

Q 

2' 

< 
H 

tt) 

10 

00 

.1736 

.1763 

1.0154 

15 

00 

.2588 

.2679 

1.0353 

10 

.1765 

.1793 

1.0160 

10 

.2616 

.2711 

1.0361 

20 

.1794 

.1823 

1.0165 

20 

.2644 

.2742 

1.0369 

30 

.1822 

.1853 

1.0170 

30 

.2672 

.2773 

1.0377 

40 

.1851 

.1883 

1.0176 

40 

.2700 

.2805 

1.0386 

50 

.1880 

.1914 

1.0181 

50 

.2728 

.2836 

1.0394 

II 

00 

.1908 

.1944 

1.0187 

16 

00 

.2756 

.2867 

1.0403 

10 

.1937 

.1974 

1.0193 

10 

.2784 

.2899 

1.0412 

20 

.1965 

.2004 

1.0199 

20 

.2812 

.2931 

1.0421 

30 

.1994 

.2035 

1.0205 

30 

.2840 

.2962 

1.0429 

40 

.2022 

.2065 

1.0211 

40 

.2868 

.2994 

1.0439 

50 

.2051 

.2095 

1.0217 

50 

.2896 

.3026 

1.0448 

12 

00 

.2079 

.2126 

1.0223 

17 

00 

.2924 

.3057 

1.0457 

10 

.2108 

.2156 

1.0230 

10 

.2952 

.3089 

1.0466 

20 

.2136 

.2186 

1.0236 

20 

.2979 

.3121 

1.0476 

30 

.2164 

.2217 

1.0243 

30 

.3007 

.3153 

1.0485 

40 

.2193 

.2247 

1.0249 

40 

.3035 

.3185 

1.0495 

50 

.2221 

.2278 

1.0256 

50 

.3062 

.3217 

1.0505 

13 

00 

.2250 

.2309 

1.0263 

18 

00 

.3090 

.3249 

1.0515 

10 

.2278 

.2339 

1.0270 

10 

.3118 

.3281 

1.0525 

20 

.2306 

.2370 

1.0277 

20 

.3145 

.3314 

1.0535 

30 

.2334 

.2401 

1.0284 

30 

.3173 

.3346 

1.0545 

40 

.2363 

.2432 

1.0291 

40 

.3201 

.3378 

1.0555 

50 

.2391 

.2462 

1.0299 

50 

.3228 

.3411 

1.0566 

14 

00 

.2419 

.2493 

1.0306 

19 

00 

.3256 

.3443 

1.0576 

10 

.2447 

.2524 

1.0314 

10 

.3283 

.3476 

.0587 

20 

.2476 

.2555 

1.0321 

20 

.3311* 

.3508 

.0598 

30 

.2504 

.2586 

1.0329 

30 

.3338 

.3541 

.0608 

40 

.2532 

.2617 

1.0337 

40 

.3365 

.3574 

.0619 

50 

.2560 

.2648 

1.0345 

50 

.3393 

.3607 

.0631 

250           JONES    &    LAUGHLIN     STEE 

L    CO. 

NATURAL   SINES 

,    TANGENTS    AND    SECANTS 

Advancing   by  10    Minutes 

B 

8 

H 

i 

z      :    1 

8 

M 

'       H 

5 

H 
Z 

! 

Q 

o 
z 

Z 

i  • 

H 

8      I 

V2               ~ 

D 
Z 

z 
M 

C 
Z 

H 

i 

w 

20 

00 

.3420    .3640 

1.0642    25 

00 

.4220 

.4663 

1  .  1034 

10 

.3448 

.3673 

1.0653 

10 

.4253 

.4699 

1  .  1049 

20 

.3475    .3706 

1.0665 

20 

.4279 

.4734 

1.1064 

30 

.3502    .3739 

1.0676 

30 

.4305 

.4770 

1.1079 

40 

.3529    .3772 

1.0688 

40 

.4331 

.4806 

1.1095 

50 

.3557 

.3805 

1.0700 

50 

.4358 

.4841 

1.1110 

2! 

00 

.3584    .3839 

1.0711    26 

00 

.4384 

.4877 

1.1126 

10  i  .3611    .3872 

1.0723 

10 

.4410 

.4913 

1.1142 

20 

.3638 

.3906 

1.0736 

20 

.4436 

.4950 

1.1158 

30 

.3665    .3939 

1.0748 

30 

.4462 

.4986 

1.1174 

40 

.3692    .3973 

1.0760 

40    .4488 

.5022 

1.1190 

50 

.3719    .4006 

1.0773 

50    .4514 

.5059 

1-.1207 

22  00 

.3746 

.4040 

1.0785   27 

00    .4540 

.5095 

1.1223 

10    .3773    .4074 

1.0798 

10    .4566 

.5132 

1.1240 

20 

.3800    .4108 

1.0811 

20    .4592 

.5169 

1.1257 

30 

.3827 

.4142 

1.0824 

30 

.4617 

.5206 

1.1274 

40    .3854 

.4176 

1.0837 

40 

.4643 

.5243 

1.1291 

50    .3881    .4210 

1.0850 

50 

.4669 

.5280 

1.1308 

23  00    .3907    .4245 

1.0864    28 

00 

.4695 

.5317 

1.1326 

10    .3934 

.4279 

1.0877 

10 

.4720 

.5354 

1  .  1343 

20 

.3961 

.4314 

1.0891 

20 

.4746 

.5392 

1.1361 

30 

.3987 

.4348 

1.0904 

30 

.4772 

.5430 

1.1379 

40 

.4014    .4383 

1.0918 

40 

.4797 

.5467 

1.1397 

50 

.4041 

.4417 

1.0932 

50 

.4823 

.5505 

•1.1415 

24 

00    .4067    .4452 

1.0946    29 

00 

.4848 

.5543 

1.1434 

10    .4094    .4487 

1.0961 

10 

.4874 

.5581 

1.1452 

20    .4120  ,.4522 

1.0975 

20 

.4899 

.5619 

1.1471 

30    .4147 

.4557 

1.0989 

30 

.4924 

.5658 

1  .  1490 

40    .4173    .4592 

1.1004 

40 

.4950 

.5696 

1.1509 

50    .4200    .4628 

1.1019 

50 

.4975 

.5735 

1  .  1528 

1 

JONES    &    LAUGHLIN     STEEL    CO.           251 

NATURAL   SINES,   TANGENTS   AND    SECANTS 

Advancing   by  10   Minutes 

e/3 

H 

i 

Q 

MINUTES 

H 
Z 

TANGENT 

SECANT 

DEGREES 

MINUTES 

M 

z 

09 

TANGENT 

H 
Z 

C/3 

30 

00 
10 
20 

.5000 
.5025 
.5050 

.5774 
.5812 
.5851 

1.1547 
1.1566 
1.1586 

35 

00 
10 
20 

.5736 
.5760 
.5783 

.7002 
.7046 
.7089 

1.2208 
1.2233 
1.2258 

30 
40 
50 

.5075 
.5100 
.5125 

.5890 
.5930 
.5969 

1.1606 
1.1626 
1.1646 

30 
40 
50 

.5807 
.5831 
.5854 

.7133 
.7177 
.7221 

1.2283 
1.2309 
1.2335 

31 

00 
10 
20 

.5150 
.5175 
.5200 

.6009 
.6048 
.6088 

1.1666 
1.1687 
1.1707 

36 

00 
10 
20 

.5878 
.5901 
.5925 

.7265 
.7310 
.7355 

1.2361 
1.2387 
1.2413 

30 

40 
50 

.5225 
.5250 
.5275 

.6128 
.6168 
.6208 

1.1728 
1  .  1749 
1  .  1770 

30 
40 
50 

.5948 
.5972 
.5995 

.7400 
.7445 
.7490 

1.2440 
1,2467 
1.2494 

32 

00 
10 
20 

.5299 
.5324 
.5348 

.6249 
.6289 
.6330 

1.1792 
1.1813 
1.1835 

37 

00 
10 
20 

.6018 
.6041 
.6065 

.7536 
.7581 
.7627 

1.2521 
1.2549 
1.2577 

30 
40 
50 

.5373 
.5398 
.5422 

.6371 
.6412 
.6453 

1.1857 
1.1879 
1.1901 

30 
40 
50 

.6088 
.6111 
.6134 

.7673 
.7720 
.7766 

1.2605 
1.2633 
1.2661 

33 

00 
10 
20 

.5446 
.5471 
.5495 

.6494 
.6536 
.6577 

1.1924 
1.1946 
1.1969 

38 

00 
10 
20 

.6157 
.6180 
.6202 

.7813 
.7860 
.7907 

1.2690 
1.2719 
1.2748 

30 
40 
50 

.5519 
.5544 
.5568 

.6619 
.6661 
.6703 

.1992 
.2015' 
.2039 

30 
40 
50 

.6225 
.6248 
.6271 

.7954 
.8002 
.8050 

1.2778 
1.2808 
1.2837 

34 

00 
10 
20 

.5592 
.5616 
.5640 

.6745 
.6787 
.6830 

.2062 
.2086 
.2110 

39 

00 
10 
20 

.6293 
.6316! 
.6338 

.8098 
.8146 
.8195 

1.2868 
1.2898 
1.2929 

30 
40 
50 

.5664 
.5688 
.5712 

.6873 
.6916 
.6959 

.2134 
.2158 
.2183 

30 
40 
50' 

.6361 
.63831 
.6406 

.8243 
.8292 
.8342 

1.2960 
1.2991 
1.3022 

252           JONES    &    LAUGHLIN     STEEL    CO. 

NATURAL    SINES,    TANGENTS    AND    SECANTS 

Advancing   by  10  Minutes 

§ 

i 
40 

MINUTES 

z 

c/3 

T  \-.(,l  \  ! 

SECANT 

DEGKEES 

MINUTES 

H 
Z 

TANGENT 

h 
1 

00 
10 
20 

.6428 
.6450 
.6472 

.8391 
.8441 
.8491 

1.3054 
1.3086 
1.3118 

45 

00 
10 
20 

.7071 
.7092 
.7112 

1.0000 
1.0058 
1.0117 

.4142 
.4183 
.4225 

30 
40 
50 

.6494 
.6517 
.6539 

.8541 
.8591 
.8642 

1.3151 
1.3184 
1.3217 

30 
40 
50 

.7133 
.7153 
.7173 

1.0176 
1.0235 
1.0295 

.4267 
.4310 
.4352 

41 

00 
10 
20 

.6561 
.6583 
.6604 

.8693 
.8744 
.8796 

1.3250 
1.3284 
1.3318 

46 

00 
10 
20 

.7193 
.7214 
.7234 

1.0355 
1.0416 
1.0477 

.4396 
.4439 
.4483 

30 
40 
50 

.6626 
.6648 
.6670 

.8847 
..ss'.Ml 
.8952 

1.3352 
1.3386 
1.3421 

30 

40 
50 

.7254 
.7274 
.7294 

1.0538 
1.0599 
1.0661 

.4527 
.4572 
.4617 

42 

00 
10 
20 

.6691 
.6713 
.6734 

]9057 
.9110 

1.3456 
1.3492 
1.3527 

47 

00 
10 
20 

.7314 
.7333 
.7353 

1.0724 
1.0786 
1.0850 

.4663 
.4709 
.4755 

30 
40 
50 

.6756 
.6777 
.6799 

.9163 
.9217 
.9271 

1.3563 
1.3600 
1.3636 

30 
40 
50 

.7373 
.7392 
.7412 

1.0913 
1.0977 
1.1041 

.4802 
.4849 
.4897 

43 

00 
10 
20 

.6820 
.6841 
.6862 

.9325 
.9380 
.9435 

1.3673 
1.3711 
1.3748 

48 

00 
10 
20 

.7431 
.7451 
.7470 

1.1106     .4945 
1.1171     .4993 
1.1237  1.5042 

30 
40 
50 

.6884 
.6905 
.6926 

.9490 
.9545 
.9601 

1.3786 
1.3824 
1.3863 

30 
40 
50 

.7490 
.7509 

.7528 

1.1303  1.5092 
1.1369  1.5141 
1.1436  1.5192 

44 

00 
10 
20 

.6947 
.6967 
.6988 

.9657 
.9713 
.9770 

1.3902 
1.3941 
1.3980 

49 

00    .7547 
10  |  .7566 
20    .7585 

1.1504  1.5243 
1.1571  1.5294 
1.1640  1.5345 

30 
40 
50 

.7009 
.7030 
.7050 

.9827 
.9884 
.9942 

1.4020 
1.4061 
1.4101 

30    .7604 
40    .7623 
50    .7642 

1.1708  1.5398 
1.1778  1.5450 
1.1847  1.5504 

J  ON  E 

S    &    L 

AUGHLIN     STEEL    CO 

253 

NATURAL   SINES,    TANGENTS  AND    SECANTS 

Advancing   by  10   Minutes 

s 

1/3 

M 

z 

H 
Z 

i 

I 

H 
Z 

h 

z 

2^ 

D 

z 

S 

2 

D 

z 

"5 

B 

Z 

C/5 

z 

I 

g 

C/3 

| 

§ 

S 

H 

C/2 

ft 

S 

H 

tf>  . 

50 

00 

.7660 

1.1918 

1.5557    55 

00    .8192 

.4281 

1.7434 

10 

.7679 

1.19881.561111  • 

10 

.8208 

.4370 

1.7507 

20 

.7698 

1.2059 

1.5666 

20 

.8225 

.4460 

1.7581 

30 

.7716 

1.2131 

1.5721 

30 

.8241 

.4550 

1.7655 

40 

.7735 

1.2203 

1.5777 

40 

.8258 

.4641 

1.7730 

50 

.7753 

1.2276 

1.5833 

50 

.8274 

.4733 

1.7806 

51    00    .7771 

1.2349 

1.5890 

56  00    .8290  1.4826 

1.7883 

10    .7790 

1.2423 

1.5948 

10    .8307*1.4919 

1.7960 

20 

.7808 

1.24971.6005 

20    .8323  !  1.6013"  1,8039 

30 

.7826 

1.2572 

1.6064 

30    .83391.51081.8118 

40    .7844 

1.2647 

1-.6123 

40    .8355!  1.5204 

1.8198 

50    .7862 

1.2723 

1.6183 

50 

.8371   1.5301 

1.8279 

52  00    .7880 

.27991.6243    57 

00    .83871.5399 

1.8361 

10    .7898 

.28761.6303 

10 

.8403  1.5497 

1.8443 

20 

.7916 

.2954 

1.6365 

20    .8418  1.5597 

1.8527 

i30 

.7934 

.3032 

1.6427 

30 

.8434 

1.5697  1.8612 

40 

.7951 

.3111 

1.6489 

40 

.8450  1.5798 

1.8699 

50 

.7969 

1.31901.6553 

50 

.8465  1.5900 

1.8783 

53 

00 

.7986 

1.32701.6616    58 

00    .8480  1.6003 

1.8871 

10 

.8004 

1.3352 

1.6681 

10 

.8496 

1.6107 

1.8959 

20 

.8021 

1.3432 

1.6746 

20 

.8511 

1.6213 

1.9048 

30    .8039 

.3514 

1.6812 

30 

.8526 

1.6319 

1.9139 

40  \  .8056 

.3597 

1.6878 

40    .8542 

1.6426 

1.9230 

50 

.8073 

.3680 

1.6945 

50 

.8557 

1.6534 

1.9323 

54  00 

.8090 

.3764 

1.7013 

59 

00 

.8572 

1.6643 

1.9416 

10    .8107 

.3848 

1.7081i 

10 

.8587 

1.6753 

1.9511 

20 

.8124 

.3934 

1.7151 

20 

.8601 

1.6864 

1.9606 

30 

.8141 

.4019 

1.7221 

30 

.8616J  1.6977 

1.9703 

40    .8158 

.4106 

1.7291 

40    .8631  1.7090 

1.9801 

50    .8175 

1.4193 

1.7362 

50    .8646 

1.7205 

1.9900 

254           JONES    &    LAUGHLIN     STEEL    CO. 

NATURAL    SINES,  TANGENTS    AND    SECANTS 

Advancing   by  10   Minutes 

1 

INUTKS 

E 

M 

H 
I 

< 

1 

INUTES 

H 
1 

H 
Z 

3 

z 

H 
Z 

< 

fl 

S3 

H 

C/3 

(5 

ss 

H 

C/D 

60 

00 

.8660 

1.7321 

2.0000 

65  00 

.9063 

2.1445  2.3662 

10 

.8675 

1.74372.0101 

10 

.9075  2.1609  2.3811 

20 

.8689 

1.75562.0204 

20 

.9088  2.1775,2.3961 

30 

.8704 

.7675 

2.0308 

30 

.9100  2.1943 

2.4114 

40 

.8718 

.77962.0413 

40 

.9112  2.2113 

2.4269 

50 

.8732 

.79172.0519 

50 

.9124 

2.2286 

2.4426 

61 

00 

.8746     .80402.0627 

66  00 

.9135  2.2460 

2.4586 

10 

.8760     .81652.0736 

10 

.9147  2.2637 

2.4748 

20 

.8774 

.8291 

2.0846 

20 

.9159 

2.2817 

2.4912 

30 

.8788 

.84182.0957 

30 

.9171  2.2998 

2.5078 

40 

.8802 

.85462.1070 

40 

.9182  2.3183 

2.5247 

50 

.8816 

.8676 

2.1185 

50 

.9194 

2.3369 

2.5419 

62 

00 

.8829 

1.8807 

2.1301 

67 

00 

.9205 

2.3559 

2.5593 

10 

.8843 

1.89402.1418 

10 

.9216  2.3750 

2.5770 

20 

.8857 

1.90742.1537 

20 

.9228  2.3945  2.5949 

30 

.8870 

1.92102.1657 

30 

.9239  2.4141  2.6131 

40 

.8884  1.93472.1786 

40 

.9250  2.4342  2.6316 

50 

.8897 

1.94862.1902 

50 

.9261 

2.4545  2.6504 

63 

00 

.8910 

1.96262.2027 

68  00 

.9272 

2.4751 

2.6695 

10 

.8923  1.97682.2153 

10 

.9283  2.4960  2.6888 

20 

.8936  1.99122.2282 

20 

.9293  2.5172 

2.7085 

30 

.8949 

2.00572.2412 

30 

.9304  2.5386 

•2  .  7285 

40 

.8962  2.0204,2.2543 

40 

.9315  2.5605 

2.7488 

50 

.8975 

2.03532.2677 

50 

.9325 

2.5826 

2.7695 

64 

00 

.8988  2.05032.2812 

69 

00 

.9336  2.6051 

2.7904 

10 

.9001  2.06552.2949 

10 

.9346  2.6279  2.8117     | 

20 

.9013 

2.08092.3088 

20 

.9356  2.6511 

2.8334 

30 

.9026  2.09652.3228 

30 

.9367  2.6746  2.8555 

40 

.9038  2.11232.3371 

40 

.9377  2.6985  2.8779 

50 

.9051  2.12832.3515 

50 

.9387  2.7228  2.9006 

JONES    &     LAUGHLIN     STEEL    CO.            255 

NATURAL   SINES,   TANGENTS   AND    SECANTS 

Advancing   by  10   Minutes 

8 

M 
• 

H 

w 

H 
2 

H 

z 

V) 

Id 
W 

in 

H 
H 

M 

H 

2 

H 
Z 

8 

p 

2 

2 
CO 

I 

i 

i 
o 
w 

D 

2 

2 

c/3 

9 

2 

< 
I 

Q 

S 

< 
H 

c/) 

P 

i 

£ 

C/3 

70 

00 

.9397 

2.7475 

2.9238 

75 

00 

.9659 

3.7321 

3.8637 

10 

.9407 

2.7725 

2.9474 

10 

.9667 

3.7760 

3.9061 

20 

.9417 

2.7980 

2.9713 

20 

.9674 

3.8208 

3.9495 

30 

.9426 

2.8239 

2.9957 

30 

.9681 

3.8667 

3.9939 

40 

.9436 

2.85023.0206 

40 

.9689 

3.9136 

4.0394 

50 

.9446 

2.8770 

3.0458 

50 

.9696 

3.9617 

4.0859 

71 

00 

.9455 

2.9042 

3.0716 

76 

00 

.9703 

4.0108 

4.1336 

10 

.9465 

2.93193.0977 

10 

.9710 

4.0611 

4.1824 

20 

.9474 

2.9600 

3.1244 

20 

.9717 

4.1126 

4.2324 

30 

.9483 

2.9887 

3.1515 

30 

.9724 

4.1653 

4.2837 

40 

.9492 

3.01783.1792 

40 

.9730 

4.2193 

4.3362 

50 

.9502 

3.04753.2074 

50 

.9737 

4.2747 

4.3901 

72 

00    .9511 

3.0777 

3.2361 

77 

00 

.9744 

4.3315 

4.4454 

10 

.9520 

3.10843.2653 

10 

.9750 

4.3897 

4.5022 

20 

.9528 

3.1397 

3.2951 

20 

.9757 

4.4494 

4.5604 

30 

.9537 

3.1716 

3.3255 

30 

.9763  4.5107  4.6202 

40 

.9546 

3.2041 

3.3565 

40 

.9769  4.5736  4.6817 

50 

.9555 

3.2371 

3.3881 

50 

.9775 

4.6382 

4.7448 

73 

00 

.9563 

3.2709 

3.4203    78 

00 

.9781 

4.7046  4.8097 

10 

.9572 

3.30523.4532          10 

.9787  4.7729  4.8765 

20 

.9580 

3.3402 

3.4867 

20    .9793 

4.8430 

4.9452 

30 

.9588 

3.3759 

3.5209 

30 

.9799 

4.9152 

5.0159 

40  !  .9596 

3.41243.  5559          40    .  9805  4  .  9894 

5.0886 

50 

.9605 

3.4495 

3.5915          50    .98115.0658 

5.1636 

74 

00 
10 
20 

.9613 
.9621 
.9628 

3.48743.6280 
3.52613.6652 
3.56563.7032 

79  00 

10 
•20 

.9816 

.9822 
.9827 

5.1446 
5.2257 
5.3093 

5.2408 
5.3205 
5.4026 

30 

.9636 

3.60593.7420 

30 

.9833 

5.3955 

5.4874 

40 

.9644 

3.64703.7817 

40 

.9838^5.4845 

5.5749 

50 

.9652 

3.6891 

3.8222 

50 

.9843  15.5764 

5.6653 

1 

256             J  O  N  E  S    & 

LAUGHLIN     STEEL    CO. 

NATURAL    SINES,  TANGENTS    AND    SECANTS 

Advancing   by  10   Minutes 

9 

B 

B 

D 

M 
z 

1 

$ 

1 

X 

/. 
- 

M 
z 

\ 

O 

z 

Q 

Z 

c/5 

z 

1 

O 
M 

Q 

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z 
H 

1 

80 

00  .9848 

5.6713 

5.7588!  85 

00 

.9962 

11.430 

11.474 

10  .9853 

5.7694 

5.8554 

10 

.9964 

11.826 

11.868 

' 

20 

.9858 

5.8708 

5.9554 

20 

.9967 

12.251 

12.291 

30 

.9863 

5.9758 

6.0589 

30 

.9969 

12.706 

12.745 

40 

.9868 

6.0844 

6.1661 

40 

.9971 

13.197 

13.235 

50 

.9872 

6.1970 

6.2772 

50 

.9974 

13.727 

13.763 

81 

00 

.9877 

6.3138 

6.3925 

86 

00 

.9976 

14.301 

14.336 

10 

.9881 

6.4348 

6.5121 

10 

.9978 

14.924 

14.958 

20 

.9886 

6.5606 

6.6363 

20 

.9980 

15.605 

15.637 

30 

.9890 

6.6912 

6.7655         30 

.9981 

16.350 

16.380 

40S.9894 

6.8269 

6.8998 

40 

.9983 

17.169 

17.198 

50 

.9899 

6.9682 

7.0396 

50 

.9985 

18.075 

18.103 

82 

00 

.9903 

7.1154 

7.1853 

87 

00 

.9986 

19.081 

19.107 

10 

.9907 

7.2687 

7.3372 

10 

.9988 

20.206 

20.230 

20 

.9911 

7.4287 

7.4957 

20 

.9989 

21.470 

21.494 

30 

.9914 

7.5958 

7.6613 

30 

.9990 

22.904 

22.926 

40 

.9918 

7.7704 

7.8344 

40    .9992 

24.542 

24.562 

50 

.9922 

7.9530 

8.0156 

50 

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26.432 

26.451 

83 

00 

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8.1443 

8.2055  88  00 

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28.636 

28.654 

10 

.9929 

8.3450 

8.4047         10    .9995 

31.242 

31.258 

20 

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8.5555 

;  8.6138         20    .9996 

34.368 

34.382 

30 

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8.7769 

1  8.8337         30    .9997 

38.188 

38.202 

40 

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9.0652 

40    .9997 

42.964 

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50 

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50    .9998 

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49.114 

84  00  .9945 

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20 

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20    .9999 

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50 

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90 

00|1.0000i  infinite 

Infinite 

JONES    &    LAUGHLIN     STEEL    CO.           257 

SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 

ROOTS 

H 

H 

c/a 

M 

| 

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c/5 

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53 

2809 

148  877 

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16 

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2.000 

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3025 

166  375 

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36 

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1.817 

56 

3130 

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3.826 

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2.646 

1.913      57 

3249 

185  193 

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2.828 

2.000  |    58 

3364 

195  112 

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3.000 

2.080  I    59 

3481 

205  379 

7.681 

3.893 

10       100 

1  000      3.  162 

2.154      00 

3600 

216000 

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3.915 

11       121 

1331 

3.317 

2.224      61 

3721 

226  981 

7.810 

3.937 

12       144 

1728 

3.464 

2.289   1  62 

3844 

238  328 

7.874 

3.958 

13       169 

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3.606 

2.351 

63 

3969 

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3.979 

14       196 

2744 

3.742 

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4096 

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4.000 

15       225 

3375 

3.873 

2.466  1  65 

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274  625 

8.062 

4.021 

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4.000 

2.520      66 

43  56 

287  496 

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289 

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389  017 

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4.899  12.885      74 

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438976!  8.718 

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27 

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28 

784 

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3.037      78 

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474  552 

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30    ;    900 

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531  441 

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33      10  89  ;     35  937 

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1156 

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348  12  11  04  42  144  192  18.6548  7.0338 

398  15  84  04  63  044  792  19.  9499  7.  3558 

349  12  18  01  42  508  549  18.6815  7.0406 

399  15  92  01  63  521  199  19.9750  7.3619 

350  12  25  00  42  875  000  18.7083  7.0473 

400  16  00  00  64  000  000  20.0000  7.3681 

JONES 


LAUGHLIN     STEEL    CO. 


261 


SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


NUMBERS 

SQUARES 

1 

3 

J« 

Of* 

[NUMBERS  | 

SQUARES 

g 

a 

K 

<  o 

1* 

ss 

&  o 
Of* 

401  16  08  01  64  481  201  20.0250  7.3742 

402  16  16  04  64  964  808  20.0499  7.3803 

403  16  24  09  65  450  827  20.0749  7.3864 

404  16  32  16  65  939  264  20.0998  7.3925 

405  16  40  25  66  430  125  20.1246  7.3986 

406  16  48  36  66  923  416  20.1494  7.4047 

407  16  56  49  67  419  143  20  1742  7.4108 

408  16  64  64  67  917  312  20.19SO  7.4169 

409  16  72  81  68  417  929  20.2237  7.4229 

410  16  81  00  68  921  000  20.2485  7.4290 

411  16  89  21  69  426  531  20.2731  7.4350 

412  16  97  44  69  934  528  20.2978  7.4410 

413  17  05  69  70  444  997  20.3224  7.4470 

414  17  13  96  70  957  944  20.3470  7.4530 

415  17  22  25  71  473  375  20.3715  7.4590 

416  17  30  56  71  991  296  20.3961  7.4650 

417  17  38  89  72  511  713  20.4206  7.4710 

418  17  47  24  73  034  632  20.4450  7.4770 

419  17  55  61  73  560  059  20.4695  7.4829 

420  17  64  00  74  088  000  20.4939  7.4889 

421  17  72  41  74  618  4fil  20.5183  7.4948 

422  17  80  84  75  151  448  20.5426  7.5007 

423  17  89  29  75  686  967  20.5670  7.5067 

424  17  97  76  76  225  024  20.5913  7.5126 

425  18  06  25  76  765  625  20.6155  7.5185 

426  18  14  76  77  308  776  20.6398  7.5244 

427  18  23  29  77  854  483  20.6640  7.5302 

428  18  31  84  78  402  752  20.6882  7.5361 

429  18  40  41  78  953  589  20.7123  7.5420 

430  18  49  00  79  507  000  20.7364  7.5478 

431  18  57  61  80  062  991  20.7605  7.5537 

432  IS  66  24  SO  621  568  20.7846  7.5595 

433  18  74  89  81  182  737  20.8087  7.5654 

434  18  83  56  81  746  504  20.8327  7.5712 

435  18  92  25  82  312  875  20.8567  7.5770 

436  19  00  96  82  881  856  20.8806  7.5828 

437  19  09  69  83  453  453  20.9045  7.5886 

438  19  18  44  84  027  672  20.9284  7.5944 

439  19  27  21  84  604  519  20.9523  7.6001 

440  19  36  00  85  184  000  20.9762  7.6059 

441  19  44  81  85  766  121  21.0000  7.6117 

442  19  53  64  86  350  888  21.0238  7.6174 

443  19  62  49  86  938  307  21.0476  7.6232 

444  19  71  36  87  528  384  21 .0713  7.6289 

445  19  80  25  88  121  125  21.0950  7.6346 

446  19  89  16  88  716  536  21.1187  7.6403 

447  19  98  09  89  314  623  21.1424  7.6460 

448  20  07  04  89  915  392  21.1660  7  6517 

449  20  16  01  90  518  849  21.1896  7.6574 

450  20  25  00  91  125  000  21.2132  7.6631 


451  20  34  Oil  91  733  851  21.2368  7.6688 

452  20  43  04  92  345  408  21.2603  7. 6744 

453  20  52  09  92  959  677  21.2838  7. 6801 

454  20  Gl  16  93  576  664  21 .3073  7. 6857 

455  20  70  25  94  196  375  21.3307  7.6914 

456  20  79  36  94  818  816  21.3542  7.6970 

457  20  88  49  95  443  993  21.3776  7. 7026 

458  20  97  64  96  071  912  21.4009  7. 7082 

459  21  06  81  96  702  579  21.4243  7  7138 

460  21  16  00  97  336  000  21.4476  7.7194 

461  21  25  21  97  972  181  21.4709  7.7250 

462  21  34  44  98  611  128  21.4942  7. 7306 

463  21  43  69  99  252  847  21.5174  7. 7362 

464  21  52  96  99  897  344  21.5407  7.7418 

465  21  62  25  100  544  625  21.5639  7.7473 

466  21  71  56  101  194  696  21.5870  7.7529 

467  21  80  89  101  847  563  21.6102  7.7584 

468  21  90  24  102  503  232  21.6333  7. 7639 

469  21  99  61  103  161  709  21.6564  7.7695 

470  22  09  00  103  823  000  21.6795  7.7750 

471  22  18  41  104  487  111,21.7025  7.7805 

472  22  27  84  105  154  048  21  7256  7.78CO 

473  22  37  29  105  823  817  21.7486  7.7915 

474  22  46  76  106  496  424  21.7715  7.7970 

475  22  56  25  107  171  875  21.7945  7.8025 

476  22  65  76  107  850  176  21.8174  7.8079 

477  22  75  29  108  531  333  21.8403  7.8134 

478  22  84  84  109  215  352  21.8632  7.8188 

479  22  94  41  109  902  239  21.8861  7.8243 

480  23  04  00  110  592  000  21.SOS97.8297 

481  23  13  61  111  284  641  21.9317  7.8352 

482  23  23  24  111  980  168  21.9545  7.8406 

483  23  32  89  112  678  587  21.9773  7.8460 

484  23  42  56  113  379  904  22.0000  7.8514 

485  23  52  25  114  084  125  22.0227  7.8568 

486  23  61  96  114  791  256  22.0454  7.8622 

487  23  71  69  115  501  303  22.0681  7.8676 

488  23  81  44  116  214  272  22.0907  7.8730 

489  23  91  21  116  930  169  22.1133  7.8784 

490  24  01  00  117  649  000  22.1359  7.8837 

491  24  10  81  118  370  771  22.1585  7.8891 

492  24  20  64  119  095  488  22.1811  7.8944 

493  24  30  49  119  823  157  22.2036  7.8998 

494  24  40  36  120  553  784  22.2261  7.9051 

495  24  50  25  121  287  375  22.2486  7.9105 
4-96  24  60  16  122  023  936  22.2711  7.9158 

497  24  70  09  122  763  473  22.2935  7.9211 

498  24  80  04  123  505  992  22.3159  7.9264 

499  24  90  01  124  251  499  22.3383  7.9317 

500  25  00  00  125  000  000  22.3607  7.9370 


262        JONES 


LAUGHLIN     STEEL    CO. 


SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


SQU 


501  25  10  01  125  751  501  22.3830  7.9423 

502  25  20  01  426  .506  008  22.4054  7.9476 

503  25  30  09  127  263  527  22.4277  7.9528 

504  25  40  16  12S  024  064  22.4499  7.9581 

505  25  50  25  128  787  625  22.4722  7.9634 

506  25  60  36  129  554  216  22.4944  7.9686 

507  25  70  49  130  323  843  22.5167  7.9739 

508  25  80  64  131  096  512  22.5389  7.9791 

509  25  90  81  131  872  229  22.5610  7.9843 

510  20  01  00  132  651  000  22.5832  7.9896 
51l!26  11  21  133  432  831  22.6053  7.9948 

512  26  21  44  134  217  728  22.6274  8  0000 

513  26  31  69  135  005  697  22.6495  8.0052 

514  26  41  96  135  796  744  22.6716  8.0104 

515  26  52  25  136  590  875  22.6936  8  0156 

516  26  62  56  137  388  096  22.7156  8.0208 

517  26  72  89  138  188  413  22.7376  8  0260 

518  20  83  24  138  991  832  22.7596  8.0311 
519126  93  61  139  798  359  22.7816  8.0363 

520  27  04  00  140  608  000  22.8035  8.0415 

521  !27  14  41  141  420  761  22.8254  8.0466 

522  27  24  84  142  236  648  22.8473  8.0517 

523  27  35  29  143  055  667  22.8692  8.0569 

524  27  45  76  143  877  824  22.81UO  8.0020 
525127  56  25  144  703  125  22.9129  8.0671 

526  27  66  76  145  531  576  22.9347  8  0723 

527  27  77  29  146  363  1S3  22.9565  8  0774 

528  27  87  84  147  197  952  22.9783  8.0825 

529  27  98  41  148  035  88!>  23.0000  8.0876 

530  28  09  00  148  877  000  23.0217  8.0927 

531  28  19  61  149  721  291  23.0434  8.0978 

532  28  30  24  150  568  768  23.0651  8.1028 

533  28  40  89  151  419  437  23.0868  8.1079 

534  28  51  56  152  273  304  23.1084  S.1130 

535  28  62  25  153  130  375  23.1301  8.1180 

536  28  72  96  153  990  656  23.1517  8.1231 

537  28  83  69  154  854  153  23.1733  8.1281 

538  28  94  44  155  720  872  23.1948  S.1332 

539  29  05  21  156  590  819  23.2164  8.1382 

540  29  16  00  157  464  000  23.2379  8.1433 

541  29  26  81  158  340  421  23.2594  8.1483 

542  29  37  64  159  220  OSS  23.2809  8.1533 

543  29  48  49  160  103  007  23.3024  8.1583 

544  29  59  36  160  989  184  23.3238  S.1633 

545  29  70  25  161  878  625  23.3452  8.1683 

546  29  81  16  162  771  336  23.3666  8.1733 

547  29  92  09  163  667  323  23.3SSO  8.1783 

548  30  03  04  164  566  592  23.4094  8.1833 

549  30  14  01  165  469  149  23.4307  8.1882 

550  30  25  00  166  375  000  23.4521  8.1932 


c 


551  30  36  01  167  284  151  23  4734  8.1982 
.552  30  47  04  168  196  608  23.4947  8.2031 

553  30  58  09  169  112  377  23.5160  8.2081 

554  30  69  16  170  031  464  23.5372  8.2130 

555  30  80  25  170  953  875  23.5584  8.2180 

556  30  91  36  171 879  616  23.5797  8.2229 

557  31  02  49  172  808  693  23.6008  8.2278 
55S  31 13  64  173  741 112  23  6220  8  2327 

559  31  24  81  174  676  879  23.6432  8.2377 

560  31  36  00  175  616  000  23.6643  8.2426 
'561  31  47  21  176  558  481  23.6854  8.2475 

562  31  58  44  177  504  328  23.7065  8.2524 

563  31  69  69  178  453  547  23.7276  8.2573 

564  31  80  96  179  406  144  23.7487  8.2621 

565  31  92  25  180  362  125  23.7697  8.2670 
586  32  03  56  181  321  496  23.7908  8.2719 
507  32  14  89  182  284  263  23.8118  8.2768 

568  32  26  24  183  250  432  23.8328  8.2816 

569  32  37  61  184  220  009  23.8537  8.2865 

570  32  49  00  185  193  000  23.8747  8.2913 

571  32  60  41  Ige  169  411  23.8956  8.2962 

572  32  71  84  187  149  24S  23.9165  S.3010 

573  32  83  29  188  132  517  23.9374  8.3059 

574  32  94  76  189  119  224  23.9583  8.3107 

575  33  06  25  190  109  375  23.9792  8.3155 

576  33  17  76  191 102  976  24.0000  8.3203 

577  33  29  29  192  100  033  24.0208  8.3251 

578  33  40  84  193  100  552  24.0416  8.3300 

579  33  52  41  194  104  539  24.0624  8.3348 

580  33  64  00  195  112  000  24.0832  8.3396 

581  33  75  61  196  122  941  24.1039  8.3443 

582  33  87  24  197  137  368  24.1247  8.3491 

583  33  98  89  198  155  287  24.1454  8.3539 

584  34  10  56  199  176  704  24.1661  8.3587 
.585  34  22  25  200  201  625  24.1868  S.3634 

586  34  33  96  201  230  05fi  24.2074  8.3682 

587  34  45  69  202  202  003  24.2281  8.3730 
5SS  34  57  44  203  297  472  24.2487  8.3777 

589  34  69  21  204  336  469  24.2693  8.3825 

590  34  81  00  205  379  000  24.2899  8.3872 

591  34  92  81  206  425  071  24.3105  8.3919 

592  35  04  64  207  474  688  24.3311  8.3967 

593  35  16  49  208  527  857  24.3516  8.4014 

594  35  28  36  209  584  584  24.3721  8.4061 

595  35  40  25  210  644  875  24.3926  8.4108 

596  35  52  16  211  708  736  24.4131  8.4155 

597  35  64  09  212  776  173  24.4336  8.4202 
59S  35  76  04  213  847  192  24.4540  8.4249 

599  35  88  01  214  921  799  24.4745  8.4296 

600  36  00  00  216  000  000  24.4949  8.4343 


JONES    &    LAUGHLIN     STEEL    CO. 


263 


SQUARES, 


CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


£ 


601 36  12  01 217  081  801 24.5153  8.4390 
60236  24  04218  167  20824.5357  8.4437 
60336  36  09219  256  22724.5561  8.4484 
60436  48  16220  348  86424.5764  8.4530 
60536  60  25221  445  12524.5967  8.4577 
60636  72  36222  545  01624.6171  8.4623 
60736  84  49223  648  54324  6374  8.4670 
<!0836  96  64224  755  71224.6577  8.4716 
609  37  08  81 225  866  529  24.6779  8.4763 
61037  21  00226  981  00024.6982  8.4809 
611 37  33  21 228  099  131 24.7184  8.4856 
61237  45  44229  220  92824.7386  8.4902 
61337  57  69230  346  39724.7588  8.4948 
61437  69  96231  475  54424.7790  8.4994 
61537  82  25232  608  37524.7992  8.5040 
61637  94  56233  744  89624.8193  8.5086 
61738  06  89234  885  11324.8395  8.5132 
61838  19  24236  029  03224.8596  8.5178 
61938  31  61237  176  65924.8797  8.5224 
62038  44  00238  328  00024.8998  8.5270 
621 38  56  41 239  483  061 24.9199  8.5316 
62238  68  84240  641  84824.9399  8.5362 
62338  81  29241  804  36724.9600  8.5408 
62438  93  76242  970  62424.9800  8.5453 
62539  06  25244  140  62525.0000  8.5499 
62639  18  76245  314  37625.0200  8.5544 
62739  31  29246  491  88325.0400  8.5590 
62839  43  84247  673  15225.0599  8.5635 
629  39  56  41 248  858  189  25.0799  8.5681 
63039  69  00250  047  00025.0998  8.5726 
631 39  81  61 251  239  591 25.1197  8.5772 
63239  94  24252  435  96825.1396  8.5817 
63340  06  89253  636  13725.1595  8.5862 
63440  19  56254  840  10425.1794  8.5907 
63540  32  25256  047  87525.1992  8.5952 
63640  44  96257  259  45625.2190  8.5997 
63740  57  69258  474  85325.2389  8.6043 
63840  70  44259  694  07225.2587  8.6088 
63940  83  21 260  917  119  25.2784  8.6132 
64040  96  00262  144  00025.2982  8.6177 
641 41  08  81 263  374  721 25.3180  8.6222 
64241  21  64264  609  28825.3377  8.6267 
64341  34  49265  847  70725.3574  8.6312 
64441  47  36267  089  98425.3772  8.6357 
64541  60  25268  336  12525.3969  8.6401 
64641  73  16269  586  13625.4165  8.6446 
64741  86  09270  840  02325.4362  8.6490 
64841  99  04272  097  79225.4558  8.6535 
64942  12  01 273  359  44925.4755  8.6579 
65042  25  00274  625  00025.4951  8.6624 


O 


i  fc 


651 42  38  01 275  894  451 25.5147 
65242  51  04277  167  80825.5343 
653  42  64  09  278  445  077  25.5539 
65442  77  16279  726  26425.5734 
65542  90  25281  Oil  37525.5930 
65643  03  36282  300  41625.6125 

657  43  16  49  283  593  393  25.6320 

658  43  29  64  284  890  312  25.6515 

659  43  42  81 286  191  179  25.6710 

660  43  56  00  287  496  000  25.6905 
661 43  69  21 288  804  781 25.7099 

662  43  82  44  290  117  528  25.7294 

663  43  95  69  291  434  247  25.7488 
064  44  08  96292  754  94425.7682 
66544  22  25294  079  62525.7876 

666  44  35  56  295  408  296  25.8070 

667  44  48  89  296  740  963  25.8263 

668  44  62  24  298  077  632  25.8457 

669  44  75  61 299  418  309  25.8650 
67044  89  00300  763  00025.8844 
671 45  02  41 302  111  711 25.9037 

672  45  15  84  303  464  448  25.9230 

673  45  29  29  304  821  217  25.9422 
67445  42  76306  182  02425.9615 
675  45  56  25  307  546  875  25.9808 
67645  69  76  308  915  77626.0000 
677  45  83  29  310  288  73326.0192 
67845  96  84311  665  75226.0384 
679  46  10  41 313  046  839  26.0576 
68046  24  00  314  432  00026.0768 
681 46  37  61 315  821  241 26.0960 
68246512431721456826.1151 
68346  64  89318  611  98726.1343 
684  46  78  56  320  013  504  26.1534 
68546  92  25321  419  12526.1725 

686  47  05  96  322  828  856  26.1916 

687  47  19  69  324  242  703  26.2107 

688  47  33  44  325  660  672  26.2298 

689  47  47  21  327  082  769  26.2488 

690  47  61  00  328  509  000  26.2679 
691 47  74  81 329  939  371 26.2869 

692  47  88  64  331  373  888  26.3059 

693  48  02  49  332  812  557  26.3249 

694  48  16  36  334  255  384  26.3439 

695  48  30  25  335  702  375  26.3629 
69648  44  16337  153  53626.3818 

697  48  58  09  338  608  873  26.4008 

698  48  72  04  340  068  392  26.4197 

699  48  86  01 341  532  099  26.4386 

700  49  00  00  343  000  000  26.4575! 


8.6713 
8.6757 
8.6801 

8.6845 


8.6978 
8.7022 
8.7066 
8.7110 
8.7154 
8.7198 
8.7241 
8.7285 
8.7329 
8.7373 
8.7416 
8.7460 
8.7503 
8.7547 
8.7590 
8.7634 
8.7677 
8.7721 
8.7764 
8.7807 
8.7850 
8.7893 
8.7937 
8.7980 
8.8023 


8.8109 
8.8152 
8.8104 
8.8237 
8.8280 
8.8323 
8.8366 


8.8451 


8.8536 
8.8578 
8.8621 


8.8706 
8.8748 
8.8790 


264  JONES    &     LAUGHLIN     STEEL    CO. 

SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


|  NUMBERS! 

i 
I 

i 

D 

u 

i  SH 

if 

o* 

|  NUMISBKS 

SQUARES 

g 

a 

l  „  i 

*  r- 

P 

Cz 

701 49  14  01 344  472  101 26.47648.8888  751 50  40  01  423  564  751 27.4044  9.0890 

702  49  23  04  345  948  408  26.4953  8.8875  752  56  55  04  425  259  008  27.4220  9.0937 

703  49  42  09  347  428  927  26.5141 8.8917  753  56  70  09  426  957  777  27.4408  9.0977 

704  49  56  16  348  913  664  26.5330  8.8959  754  56  85  16  428  661  064  27.4591  9.1017 

705  49  70  25  350  402  525  26.5518  8.9001  755  57  00  25  430  368  875  27.4773  9. 1057 

706  49  84  36  351  895  816  26.5707  8.9043  756  57  15  36  432  081  216  27.4955  9.1098 

707  49  98  49  353  393  243  26.5895  8.9085  757  57  30  49  433  798  093  27.5136  9. 1 138 
70850  12  643.54  894  91226.60838.9127  75857  45  64435  519  51227.5318  9.1178 
70950268135640082926.62718.9169  75957608143724547927.5.500  9.1218 
71050  41  00357  911  00026.64588.9211  |  76057  76  00438  97600027.5681  9.1258 
711 .50  55  21 359  425  431 26.66468.9253  761 57  91  21 440  711  081 27.5862  9.1298 

712  50  69  44  360  944  128  26.6833  8.9295  762  58  06  44  442  4.50  728  27.6043  9. 1338 

713  50  83  69  362  467  097  26.7021 8.9337  763  58  21  69  444  194  947  27.6225  9.1378 

714  50  97  96  363  994  344  26.7208  8.9378  704  58  30  96  445  943  744  27.6405  9.1418 
71551122536552587526.73953.9420  76558522544769712527.6586  9.145S 
716  51  26  56  367  081  696  26.7582  8.9462  766  58  67  56  449  455  096  27.6767  9.1498 
71751  40  89308  601  81326.77698.9503  76758  82  89451  217  66327.0948  9.1537 

718  51  55  24  370  146  232  26.7955  8.9545  768  58  98  24  452  984  832  27.7128  9.1577 

719  51  69  61 371  694  959  26.8142  8.9587  769  59  13  61 454  756  009  27.7303  9.1017 

720  51  84  00  373  248  000  26.8328  8.9628  770  59  29  00  456  533  000  27.7489  9. 1057 
72151984137480536126.85148.9670  77159444145831401127.7669  91690 
72252  12  84370  307  04826.8701 8.9711  77259  59  84400  0,)9  04827.7849  9.173'i 

723  52  27  29  377  933  067  26.8887  8.9752  773  59  75  29  461  889  917  27.8029  9.1775 

724  52  41  76  379  503  424  26.9072  8.9794  774  59  90  70  403  084  824  27.8209  9. 1815 

725  52  56  25  381  078  125  26.9258  8.9835  775  60  06  25  465  484  375  27.8388  9.1855 

726  52  70  76  332  657  176  26.9444  8.9876  770  60  21  76  467  288  576  27.8568  9.1894 

727  52  85  29  3S4  240  583  26.9629  8.9918  777  60  37  29  409  037  433  27.8747  9.1933 

728  52  99  84  335  828  352  26.9815  8.9959  778  60  52  84  470  9 10  952  27.8927  9. 1973 
72953  14  41387  420  48927.00009.0000  77960  63  41472  729  13927.9106  9.2012 
730  53  29  00  389  017  000  27.0185  9.0041  780  60  84  00  474  552  000  27.9285  9.2052 
731 53  43  61 390  617  S91 27.0370  9.0032  78160996147637954127.9464  9.2091 
73253  53  24392  223  16827.05559.0123  78261  15  24478  211  70827.9043  9.2130 
733  53  72  89  393  832  837  27.0740  9.0164  783  61  30  89  480  048  687  27.9821  9.2170 
73453  87  56395  446  90427.09249.0205  78461  46  50481  890  30428.0000  9.2209 
735  54  02  25  397  065  375  27.1109  9.0246  785  61  62  25  483  736  625  28.0179  9.2248 
73654  16  96398  688  25627.12939.0287  73661  77  96485  587  65028.0357  9.2287 
737  54  31  69  400  315  553  27.1477  9.0328  787  61  93  69  487  443  403  23.0535  9.2326 
73854  46  44401  947  27227.16629.0309  78862  09  44489  303  87228.0713  9.2365 

739  54  61  21  403  583  419  27.1846  9.0410  789  02  25  21  491  109  009  28.0891  9.2404 

740  54  76  00  405  224  000  27.2029  9.0450  790  62  41  00  493  039  000  28.1069  9  2443 
741 54  90  81 406  869  021 27.2213  9.0491  791  62  56  81  494  913  671 28.1247  9.2482 

742  55  05  64  408  518  488  27.2397  9.0532  792  62  72  64  490  793  088  28.1425  9.2521 

743  55  20  49  410  172  407  27.2580  9.0572  793  02  88  49  498  677  257  28.1603  9.2500 
74455  35  36411  830  78427.27649.0613  794-63  04  30500  566  18428.1780  9.2599 
745  55  50  25  413  493  625  27.2947  9.0654  795  63  20  25  502  459  875  28.1957  9.2638 
74655  65  164kE  160  93627.31309.0694  79663  30  16504  358  33028.2135  9.2077 

747  55  80  09  416  832  723  27.3313  9.0735  797  63  52  09  500  201  573  28.2312  9.2716 

748  55  95  04  415,  508  992  27.3496  9.0775  798  03  OS  04 .508  109  592  28.2489  9.2754 

749  56  10  01 420  189  749  27.3079  9.0810  799  03  84  01 510  082  399  28.2000  9.2793 
7.50  50  25  00  421  875  000  27.3861 9.0850  800  04  00  00  512  000  000  28.2843  9.2832 


JONES 


LAUGHLIN     STEEL    CO. 


205 


SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


II 

09 


801  64  16  01  513  922  401  28.3019  9.2870 

802  64  32  04  515  849  608  28.3196  9.2909 

803  64  48  09  517  781  627  28.3373  9.2948 

804  64  64  16  519  718  464  28.3549  9.2986 

805  64  S3  25  521  660  125  28.3725  9.3025 
803  64  96  36  523  606  616  28.3901  9.3063 
807  65  12  49  525  557  943  28.4077  9.3102 
803  65  28  64  527  514  112  28.4253  9.3140 
803  65  44  81  529  475  129  28.4423  9.3179 

810  65  61  00  531  441  000  23.4605  9.3217 

811  65  77  21  533  411  731  28.4781  9.3255 

812  65  93  44  535  387  328  28.4956  9.3294 

813  63  03  69  537  387  797  28.5132  9.3332 

814  65  25  96  533  353  144  28.5307  9.3370 

815  (53  42  25  541  343  375  23.5482  9.3403 

816  6!)  58  53  543  333  496  23.5657  9.3447 

817  63  74  83  545  333  513  23.5332  9.3485 

818  63  91  24  547  343  432  23.6007  9.3523 
813  67  07  61  543  353  259  23.6182  9.3561 

820  67  24  00  551  383  000  28.6356  9.3533 

821  67  40  41  553  337  661  23.6531  9.3637 

822  67  58  84  555  412  243  23.6705  9.3375 

823  67  73  23  557  441  767  28.6330  9.3713 

824  67  83  76  559  476  224  28.7054  9.3751 

825  63  06  25  581  515  625  23.7223  9.3783 

826  68  22  76  563  559  976  23.7402  9.3327 
327  63  39  29  565  609  283  28.7576  9.3365 
823  63  55  84  567  633  552  23.7750  9.3302 
823  63  72  41  533  722  783  23.7924  9.3340 

830  63  89  00  571  787  000  28.8097  9.3978 

831  69  05  61  573  856  191  28.8271  9.4016 
83"2  63  22  24  575  930  363  23.8444  9.4053 

833  63  33  83  578  003  537  28.8517  9.4031 

834  63  55  56  530  033  704  28.8791  9.4123 

835  69  72  25  532  182  875  28.8954  9.4160 
833  63  83  96  534  277  056  23.9137  9.4204 
837  70  05  69  586  376  253  28.9310  9.4241 
833  70  22  44  5S8  480  472  28.9482  9.4279 

839  70  33  21  530  589  719  28.9655  9.4316 

840  70  53  00  592  704  000  28.9828  9.4354 

841  70  72  81  594  823  321  29.0000  9.4391 

842  70  89  64  596  947  683  29.0172  9.4429 

843  71  05  49  599  077  107  29.0345  9.4466 

844  71  23  36  601  211  584  29.0517  9.4503 

845  71  40  25  603  351  125  29.0689  9.4541 
845  71  57  16  605  495  735  29.0861  9.4578 

847  71  74  03  607  645  423  29  1033  9.4615 

848  71  91  04  609  800  192  29.1204  9.4652 

849  72  03  01  611  960  049  29.1376  9.4690 

850  72  25  00  614  125  000  29.1548  9.4727 


;_£ 

851  72  42  01  616  295  051  29.1719  9.4764 

852  72  59  04  618  470  208  29.1890  9.4801 
853-72  76  09  620  650  477  29.2062  9.4833 

854  72  93  16  622  835  864  29.2233  9.4875 

855  73  10  25  625  026  375  29.2404  9.4912 

856  73  27  36  627  222  016  29.2575  9.4949 

857  73  44  49  629  422  793  29.2746  9.4986 

853  73  61  64  631  628  712  29.2916  9.5023 

859  73  78  81  633  839  779  29.3087  9,5060 

860  73  96  00  636  058  000  29.3258  9.5097 

861  74  13  21  633  277  381  29.3428  9.5134 

862  74  30  44  640  503  928  29.3593  9.5171 

863  74  47  69  642  735  647  29.3769  9.5207 

864  74  64  96  644  972  544  29.3939  9.5244 
365  74  82  25  647  214  625  29.4109  9.5281 

866  74  99  56  649  461  896  29.4279  9.5317 

867  75  16  89  651  714  363  29.4449  9.5354 

868  75  34  24  653  972  032  29.4618  9.5391 

869  75  51  61  658  234  903  29.4788  9.5427 

870  75  69  00  658  503  000  29.4958  9,5464 

871  75  86  41  660  776  311  29.5127  9.5501 

872  76  03  84  663  054  848  29.5296  9,5537 

873  76  21  29  665  338  617  29.5466  9,5574 

874  76  33  76  667  627  624  29.5635  9.5610 

875  76  56  25  669  921  875  29.5804  9.5647 

876  76  73  76  672  221  376  29.5973  9,5683 

877  76  91  29  674  526  133  29.6142  9.5719 

878  77  08  84  676  836  152  29.6311  9.5756 

879  77  26  41  679  151  439  29.6479  9.5792 
830  77  44  00  681  472  000  29.6648  9.5828 
881  77  61  61  683  797  841  29.6816  9,5865 

832  77  79  24  636  128  968  29.6985  9.5901 

833  77  96  89  683  465  387  29.7153  9.5937 

834  78  14  56  690  807  104  29.7321  9.5973 
885  78  32  25  693  154  125  29.7489  9.6010 
836  78  49  96  695  506  456  29.7658  9.6046 
887  78  67  69  697  864  103  29.7825  9.6082 
883  78  85  44  700  227  072  29.7993  9.6118 
839  79  03  21  702  595  369  29.8161  9.6154 

890  79  21  00  704  969  000  29.8329  9.6190 

891  79  38  81  707  347  971  29.8496  9.6226 

892  79  56  64  709  732  288  29.8664  9.6262 

893  79  74  49  712  121  957  29.8831  9.6298 

894  79  92  36  714  516  984  29.8998  9.6334 

895  80  10  25  716  917  375  29.9166  9.6370 

896  80  28  16  719  323  136  29.9333  9.6406 

897  80  46  09  721  734  273  29.9500  9.6442 

898  80  64  04  724  150  792  29.9666  9.6477 

899  80  82  01  726  572  699  29.9833  9.6513 

900  81  00  00  729  000  000  30.0000  9.6549 


266 


JONES    &    LAUGHLIN     STEEL    CO. 


SQUARES,  CUBES,  SQUARE  ROOTS  AND  CUBE 
ROOTS 


90181180173143270130.01679.6585  951  904401  86008535130.8383  9.8339 
90281360473387080830.03339.6620  952  906304  86280140830.8545  9.8374 
90381540973631432730.0.5009.6666  953  908209  86552317730.8707  9.8408 
90481721673876326430.06669.6692  954  910116  86825066430.8869  9.8443 

955  912025  870  983  875  30.9031  9.8477 

956  913936  87372281630.9192  9.8511 

957  915849  87646749330.9354  9.8546 

958  917764  87921791230.9516  9.8580 

959  919681  88197407930.9677  9.8614 

960  921600  88473600030.9839  9.8648 

961  923521  88750368131.0000  9.8683 

962  925444  89027712831.0161  9.8717 

963  927369  89305634731.0322  9.8751 

964  929296  89584134431.0483  9.8785 
91583722576606087530.24909.7082   965  931225  89863212531.0644  9.8819 
91683905676857529630.26559.7118    966  933156  90142869631.0805  9.8854 
91784088977109521330.28209.7153    967  935089  90423106331.0966  9.8X88 

968  937024  90703923231.1127  9.8922 

969  938961  90985320931.1288  8.8956 

970  940900  91267300031.1448  9.8990 

971  942841  91549861131.1609  9.9024 

972  944784  91833004831.1769  9.9058 

973  946729  921167317311929  9.9092 

974  948676  92401042431.2090  9.9126 

975  950625  92685937531.2250  9.9160 

976  952576  92971417631.2410  9.9194 

977  954529  93257483331.2570  9.9227 

978  956484  93544135231.2730  9.9261 
92986304180176508930.47959.7575    979  958441   93831373931.2890  9.9295 
93086490080435700030.49599.7610   980  960400  94119200031.3050  9.9329 
93186676180695449130.51239.7645   981  962361  94407614131.3209  9.9363 
93286862480955756830.52879.7680    982  964324  94696616831.3369  9.9396 
93387048981216623730.54509.7715   983  966289  94986208731.3528  9.9430 
93487235681478050430.56149.7750    984  968256  95276390431.3688  9.9464 

985  970225  95567162531.3847  9.9497 

986  972196  95858525631.4006  9.9531 

987  974169  96150480331.4166  9.9565 

988  976144  96443027231.4325  9.9598 

989  978121   96736166931.4484  9.9632 

990  980100  97029900031.4643  9.9666 

991  982081  97324227131.4802  99699 
94288736483589688830.69209.8028    992  984064  97619148831.4960  9.9733 
94388924983856180730.70839.8063    993  986049  97914665731.5119  99766 
94489113684123238430.72469.8097    994  988036  98210778431.5278  99800 
94589302584390862530.74099.8132    995  990025  98507487531.5436  99833 

996  992016  98804793631.5595  99866 

997  994009  99102697331.5753  99900 

998  996004  99401199231.5911   99933 

999  998001   99700299931.6070  99967 


.. 

90581902574121762530.08329.6727 
90682083674367741630.09989.6763 
90782264974614264330.11649.6799 
90882446474861331230.13309.6834 
90982628175108942930.14969.6870 
91082810075357100030.16629.6905 
91182992175605803130.18239.6941 
91283174475855052830.19939.6976 
91383356976104849730.21599.7012 
91483539676355194430.23249.7047 


. 

91884272477362063230.29859.7188 
91984456177615155930.31509.7224 
92084640077868800030.33159.7259 
92184824178122996130.34809.7294 
92285008478377744830.36459.7329 
92385192978633046730.38099.7364 
92485377678888902430.39749.7400 
92585562579145312530.41389.7435 
92685747679402277630.43029.7470 
92785932979659798330.44679.7505 
92886118479917875230.46319.7540 


. 

93587422581740037530.57789.7785 
93687609682002585630.59419.7819 
93787796982265695330.61059.7854 
93887984482529367230.62689.7889 
93988172182793601930.64319.7924 
94088360083058400030.65949.7959 
94188548183323762130.67579.7993 


94689491684659053630.75719.8167 
94789680984927812330.77349.8201 
9488987048.5197139230.78969.8236 
94990060185467034930.80589.8270 


950  90  25  00  857  375  000  30.8221  9.8305  1000  100  00  00  1000  000  000  31.6228  10.0000 


JONES    &    LAUGHLIN     STEEL    CO.           267 

PATENT    COLD    ROLLED    STEEL    SHAFTING, 

Piston  Rods,  Etc. 

ROUND 

SQUARE 

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Made  to  Whitworth's  Standard  Gauge,  and  accurately  straightened. 
The  shafts  are  kept  on  hand  at  the  mill,  in  lengths  of  24  feet,  and  are  cut 
to  any  length  desired. 

SEND  FOK  OUR  SHAFTING  CATALOGUE. 

268  JONES    &    LAUGHLIN     STEEL    CO. 


STANDARD    TURNBUCKLES 

Cleveland   City    Forge    and    Iron    Company 

(For  reference  only.     Not  made  by  Jones  &  Laughlin  Steel  Co.) 


OS 

*>•€ 


f 


22 
22 
22 
22 
22 
23 
24 
25 
25 
26 
27 
27 
28 
28 
29 


Weight  of 
Buckle 
Pounds 


2 
3 

4 
5 
6 

7 

8 

10 

12 


c 
o  £  ^  «» 

^  «  BT3 

us  «W  c 


3 

4 

6 

8 

11 

13 

16 

19 

23 

26 

30 


OS 

II 


29 
29 
30 
31 
32 
32 
33 
33 
34 
36 
36 
37 
37 
39 
41 


14 
17 
20 
22 
25 
30 
33 
36 
40 


50 
'65* 


33 


35 
41 

47 
53 
61 
70 
78 
86 
96 


120 

iso 


D.     Size  =  Outside  diameter  of  screws. 

A.  Length    in    clear   between   heads  =  6   inches   first 
length  for  all  sizes. 

B.  Length  of  tapped  heads  =  \%  D. 

C.  Total  length  of  buckle  without  bolt  ends  =  6  inches 
-f  3  D,  nearly. 

L.     Total  length  of  buckle  and  stub  ends  when  open. 
L. — A  =  Length  of  two  stub  ends. 

The  "  size  "  of  the  buckle  is  the  outside  diameter  of  the 
screw,  same  as  bolts,  nuts,  etc. 


JONES    &    LAUGHLIN     STEEL    CO. 


269 


STANDARD    CLEVISES 

King  Bridge  Company,  Cleveland,  Ohio 

(For  reference  only.     Not  made  by  Jones  &  Laughlin  Steel  Co.) 


W  varies  to  suit  connections 


DIMENSIONS  IN  INCHES 


Min. 


Max. 


M 


1M 

2  8 
2 


2& 

i 


1 


« 

-1! 


6 
6 

6M 
6U 


SH 

8 


2M 
2M 
3 
3 


33^ 


2^ 

2^1 

23J 

2^ 
23J 


270 

JONES    £ 

i    L  AUGH  L 

[  N 

STEEL 

CO. 

STANDARD    SLEEVE    NUTS 
King  Bridge  Company,  Cleveland,  Ohio 
(For  reference  only.     Not  made  by  Jones  &  Laughlin  Steel  CouX_-- 

*, s *j  r s 


K-T-i 


Threads,  U.  S.  Standard 


WEIGHT 

E 
DIAMETER 
OF  SCREW 
INCHES 

S 
LENGTH 
OF  NUT 
INCHES 

T 
LENGTH 

•^  °F 
'THREAD 

INCHES 

W 
DIAMETER 

OF 

HEXAGON 
INCHES 

WEIGHT 
OF  ONE 
NUT 
POUNDS 

OF  ONE 

NUT  AND 
Two 
SCREW 
ENDS 

POUNDS 

?4 

8 

1 

H 

8 

1H 

8 

1)4 

/^ 

8 

IJ'i 

Yi 

8 

iQ 

M 

8 

i^l 

% 

8 

iJ^ 

% 

8 

2 

y% 

8 

2)i 

. 

2 

10 

2>i 

10 

25^ 

2)4, 

10 

2J^ 

2% 

10 

25^ 

2V4 

10 

2?4 

2% 

10 

2K8 

254 

10 

3 

2j| 

10 

3>S 

3 

10 

3^ 

1 

12 
12 

H 

12 

35^ 

3J4 

12 

3/4 

35^ 

12 

3Ji 

354 

12 

4 

12 

4>i 

4 

12 

4)4 

12 

45/8 

JONES 


LAUGHLIN     STEEL    CO. 


271 


STANDARD  SHOULDERED  PINS 

King  Bridge  Company,  Cleveland,  Ohio 

(For  reference  only.     Not  made  by  Jones  &  Laughlin  Steel  Co.) 


—  H—  H 


-i. 


Eight  threads  per  inch. 


DIMENSIONS  IN  INCHES 


DIMENSIONS  IN  INCHES 


272 


JONES    &    LAUGHLIN     STEEL    CO. 


STANDARD    LOOPED    EYES   AND    UPSETS 

King   Bridge  Company,  Cleveland,  Ohio 
(For  reference  only.    Not  made  by  Jones  &  Laugh lin  Steel  Co.) 


I*-  -2«  P-  *! 


P  =  Diameter  of  pin.    Threads,  U.  S.  Standard. 


OT  g 

4 


M 


VW      * 

fl 


L,  Add  for 
Upset,  Inche 


L,  Add  for 
pset,  Inche 


36 


JONES    &    LAUGHLIN,STEEL    CO. 


273 


ADJUSTABLE    EYE    BARS 

King   Bridge    Company,  Cleveland,  Ohio 

(For  reference  only.     Not  ma.de  by  Jones  &  Laughlin  Steel  Co.) 


E  IrniniO     A 


ii  i  mil  ETiuiMT 


Lengths  of  upsets  are  for  King  Bridge  Company's  standard  sleeve  nuts. 
Add  two  inches  for  Cleveland  turnbuckles. 


3M 


10.5  12.57 
9.63  12.41 
8.75  9.99 
7.88  9.99 
7.  8.64 


9.75  12.57 
9.  111.41 
8.25!  9.99 


7.5 
6.75 


5.25 
4.5 


8.64 
8.64 
7.55 
6.51 
5.43 


8.75  11.41 
8.131   9.99    8 
7.5  i   8.64    7>£ 
6.88|   8.64 
6.25f   7.55 

6.51 

6.51 

5.43 

4.62 


5.63 
5. 

4.38 
3.75 


6.75 

6.19 

5.63 

5.06 

4.5 

3.94 

3.38 


8.64 
7.55 
6.51 
6.51 
5.43 
4.92 
4.16 


1, 


4.5 

4.13 

3.75 

3.38 

3. 

2.63 

2.25 


8.64 
7.55 
7.55 
6.51 
6.51 
5.43 
4.62 
4.16 
3.72 

5.43 

4.62 
4.16, 
3.72 
3.30 

5.43 
4.92 
4.62 
4.16 
3.72 
3.02 
3.02 

3.72 
3.30 
3.02 
2.65 
2.30 

2.65 
2.30 
2.05 


fi 


274 

JON 

E  S 

& 

LA 

UG 

H 

L  I 

N 

STE 

EL 

CO. 

STANDARD    EYE    BARS 

King  Bridge  Company 
Cleveland,  Ohio 


'.B 


DIMENSIONS  IN  INCHES 


14 


If* 

13 

s* 

UK 


11 


32 

29  . 

26 

31 

30 

34H 

30', 

27 

19 

32 

>:, 

24' j 

21 

35H 

32 

29 

27 

25 

24 


20 
18 
16 
15 
14 
12 

1C 

24  2 
22 


DIMENSIONS  IN  INCHI 


7', 


•V  j 


0.5 


JONES    &    LAUGHLIN     STEEL    CO. 


275 


King  Bridge  Company's  Steel  Eye  Bars 

Notes 

King  Bridge  Company's  standard  eye  bars  are  hydraulic 
forged  without  the  addition  of  extraneous  metal  and  without 
buckles  or  welds,  and  are  guaranteed  under  the  conditions 
given  in  the  preceding  table  to  develop  value  of  the  bar  when 
tested  to  destruction. 

The  heads  on  standard  eye  bars  are  finished  of  the  same 
thickness  (  B)  as  body  of  bar. 

We  contract  only  for  finished  eye  bars,  that  is,  with  the 
eyes  bored  at  distances  apart  from  center  to  center  as 
required,  and  of  right  diameter  to  fit  the  size  of  pin  to 
be  used. 

Unless  otherwise  specified,  steel  of  the  following  quality 
will  be  used:  Ultimate  strength,  60,000  to  68,000  pounds 
per  square  inch. 

Elastic  limit  not  less  than  one-half  the  tensile  strength. 

Elongation  from  17  to  20  per  cent ;  the  elongation  to  be 
measured  after  breaking  on  an  original  length  of  ten  times 
the  shortest  dimensions  of  the  test  piece.  Reduction  of  area 
34  to  40  per  cent.  To  all  bars  1  inch  thick  and  under  add  */?, 
inch  to  above  adds. 


DATA    TO    BE    FURNISHED    JONES    &    LAUGHLIN    STEEL 

COMPANY   WHEN   REQUESTING  A   TENDER 

FOR   STEEL   EYE   BARS 


NUMBER 
REQUIRED 

SIZE  OF  BAR 

HEAD  A 

HEAD  B 

REMARKS 

•B 

5 

Thickness 

8 

tl 
|« 

pj   0 
y 

Diameter 
Pin 

Diameter 
Head 

Diameter 
Pin 

Diameter 
Head 

276 


JONES    &    LAUGHLIN     STEEL    CO. 


DECIMALS    OF   A    FOOT    FOR    EACH  1-64  INCH 


c 

INCHES 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

0 

.0 

.0833 

.1667 

.2500 

.3333 

.4167 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

JL 

.0013 

.0846 

.1680 

.2513 

.3346 

.4180 

.5013 

.5846 

.6680 

.7513 

.8346 

.9180 

&  .0026 

.0859 

.1693!.  2526 

.3359 

.4193 

.5026 

.5859 

.6693 

.7526  .8359 

.9193 

A  .0039 

.0872 

.1706!.  2539 

.3372 

.4206 

.5039 

.5872 

.6706 

.7539 

.8372 

.9206 

tV  .0052 

.0885 

.1719 

.2552 

.3385 

.4219 

.5052 

.5885 

.6719 

.7552 

.8385 

.9219 

JL 

.0065 

0898 

.1732 

.2565 

.3398 

.4232 

.5065 

.5898 

.6732 

.7565 

.8398 

.9232 

X 

.0078 

!0911 

.1745 

.2578 

.3411 

.4245 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

JL 

.0091 

.0924 

.1758 

.2591 

.3424 

.4258 

.5091 

.5924 

.6758 

.7591 

.8424 

.9258 

n 

.0104 

.09371.1771 

.2604 

.3437 

.4271 

.5104 

.5937 

.6771 

.7604 

.8437 

.9271 

A 

.0117 

.0951  .1784 

.2617 

.3451 

.4284 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

n 

.0130 

.0964 

.1797 

.3464 

.4297 

.5130 

!09M 

.6797 

.7630 

.8464 

.9297 

B 

.0143 

.0977 

.1810 

12643 

.3477 

.4310 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

ff 

.0156  .0990 

.1823 

.2656 

.3490 

.4323 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

|p 

tt  .0169 

.1003 

.1836 

.2669 

.3503 

.4336 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

A  .0182 

.1016 

.  H4't  .LV.M.1 

.3516 

.4349 

.5182 

.6016 

.6849 

.7882 

.8516 

.9349 

}1  .0195 

.1029 

.1862  2695 

.3529 

.4362 

.5195 

.6029 

.6862 

.7095 

.8529 

.9362 

k 

.0208 

.1042 

i.1875 

.2708 

.3542 

.4375 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

IT 

.0221 

.1055 

.1888 

.2721 

.3555.4388 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 

A  .0234 

.1068 

.1901 

.2734 

.3568 

.4401 

.5234 

.0066 

.6901 

.7734 

.8568 

.9401 

H  .0247 

.1081 

.1914  .2747 

.3581 

.4414 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

A  .0260 

.1094 

.1927  .2760 

.3594 

.4427 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

| 

H  .0273 

.1107 

.1940 

.2773 

.3607 

.4440 

.5273 

.6107 

.6940 

.7773 

8607 

.9440 

U  .0286 

.  1120J  1953 

.2786 

.3620 

.4453 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

||  .0299 

.1133.1966 

.2799 

.3633 

.4466 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

H 

.0312 

.1146.1979 

.2812 

.3646 

.4479 

.5312 

.6146.6979 

.7812 

.8646 

.9479 

?.r;  .0326 

.1159 

.1992 

.2826 

.3659 

.4492 

.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

«  .0339 

.1172 

.2005,.  2839 

.3672 

.4505 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

M  .0352 

.1185 

.2018i.2852 

.3685 

.4518 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

fs  .0365 

.1198 

.2031 

.2865 

.3698 

.4531 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

n 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 

M  .0391 

.1224 

.2057  .2891 

.3724 

.4557 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

li  .0404 

.1237 

.2070^.2904 

.3737 

.4570 

.5404 

.6237 

.7070 

.7904 

.8737 

.9570 

^  .0417.1250.2083.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

JONES    &    LAUGHLIN     STEEL    CO. 


277 


DECIMALS    OF   A    FOOT    FOR   EACH  1-64  INCH 


INCHES 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

.0430  .1263  .2096  .2930  .3763  .4596 

.5430 

.6223 

.7096 

.7930.8763 

.9596 

.0443  .1276  .2109  .2943  .3776  .4609  .5443  .6276  .7109  .7943  .87761 
.0456  .1289  .2122  .2956  .3789  .4622  .5456  .6289  .7122  .7956.8789 


.9609 
.9622 


.  0469  . 1302  . 2135  . 2969  . 3802  . 4635  . 5469  . 6302  . 7135  . 7969  . 8802 1  . 9635 


.0482  .1315  .2148  .2982  .3815  .4648  .5482 
.0495  .1328  .2161  .2995  .3828  .4661  . 5495 
.0508  .1341  .2174  .3008  .3841  .4674 '.5508 
.0521  .1354  .2188  .3021-3854  .4688  .5521 


.6315  .7148 
.6328  .7161 
.6341|.7174 

.6354  .7188 


,7982.8815 
,7995.8828 
8008.8841 
,8021.8854 


.9661 
.9674 


.  0534  . 1367  . 2201  . 3034  . 3867  . 4701  . 5534  . 6367  . 7201  . 8034 . 8867  . 9701 

.0547  .1380  .2214  .3047  .3880  .4714  .5547  .6380  .7214  .8047.8880  .9714 

.0560  .1393  .2227  .3060  .3893  .4727  .5560  .6393  .7227  .8060.8893  .9727 

.0573  .1406  .2240  .3073  .3906  .4740^.5573  .6406J. 7240  .8073.. 8906  .9740 

.0586  .1419  .2253  .3086  .3919  .4753;. 5-586 1. 6419  .7253  .80861.8919'  .9753 

.0599  .1432  .2266  .3099  .3932  .4766  .5599  .  6432  . 7266  . 8099  . 8932  .976G 

.0612  .1445  .2279  .3112  .3945  .4779  .5612  . 6445 i. 7279 !. 81 12  .8945  .9779 

.0625  .1458  .2292  .3125  .3958  .4792  .5625  .6458  .7292  .8125.8958  .9792 


.0638  .1471  .2305  .3138  .3971  . 4805 j.  5638 
.0651  .1484  .2318  .3151  .3984  .4818  .5651 
.0664  .1497  .2331  .3164  .3997  .4831  .5664 
.0677!.  1510  .2344  .31771.4010  .4844  .5677 


.6471  .7305  .8138.8971!  .9805 

.6484.7318.8151.8984  .9818 

.64971. 7331 1. 8164. 8997  .9831 

.6510.7344  .8177.9010!  .9844 


.0690  .1523  .2357  .3190  .4023  .4857  .5690  .6523  .7357  .8190'. 9023 '  .9857 

.0703  .1536  .2370  .3203  .4036  .4870  .5703  .6536  .7370  .8203. 9036  ]  .9870 

.0716  .1549  .2383  .3216  .4049  .4883  .5716  .6549  .7383  .8216.9049:  .9883 
.0729  .1562  .2396  .3229  .4062  .4896  .5729  .6562  .7396  .8229.9062 

.0742  .1576  .2409  .3242  .4076  .4909  .5742  .6576'. 7409  .8242.9076 

.  0755  . 1589  . 2422  . 3255  . 4089  . 4922  . 5755  . 6589  . 7422  . 8255  . 9089  . 9922 

.  076S  .  1602  . 2435  . 3268  . 4102  . 4935  . 5768  . 6602  . 7435 1 . 8268,  .9102  . 9935 
.0781  .1615.2448  .32811.4115  .4948  .5781  .6615  .7448  .8281 1.9115 


.0794  .1628  .2461  .3294i. 4128 i.4961 1.5794  .66281.7461 
.0807  .1641  .2474  .3307  .4141  .4974  .5807  .6641  .7474 
.0820  .1654  .2487  .3320  .4154  .4987  .5820  .6654  .7487 


.8307 


.9128 
.9141 
.9154 


.9961 
.9974 


1.0000 


278     JONES  &  LAUGHLIN  STEEL  CO. 

DECIMALS  OF  AN  INCH  FOR  EACH  I-64TH 

j 

g 

j 

j 

is 

"n 

X 

h 

"2 

u 

• 

1 

B 

x 
^ 

s  ' 

8 

5 

p 

£ 

o 

£ 

1 

.015625 

33 

.515625 

1 

2 

.03125 

17 

34 

.53125 

3 

.046875 

35 

.546875 

2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 

5 

.078125 

37 

.578125 

3 

6 

.09375 

19 

38 

.59375 

7 

.109375 

39 

.609375 

4 

8 

.125 

1-8 

20 

40 

.625 

5-8 

9 

.140625 

41 

.640625 

5 

10 

.15625 

21 

42 

.65625 

11 

.171875 

43 

.671875 

6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 

13 

.203125 

45 

.703125 

7 

14 

.21875 

23 

46 

.71875 

15 

.234375 

47 

.734375 

8 

16 

.25 

1-i 

24 

48 

.75 

3-4 

17 

.265625 

49 

.765625 

9 

18 

.28125 

25 

50 

.78125 

19 

.296875 

51 

.796875 

10 

20 

.3125 

5-16 

26 

52 

.8125 

13-16 

21 

.328125 

53 

.828125 

11 

22 

.34375 

.  27 

54 

.84875 

23 

.359375 

55 

.859375 

12 

24 

.375 

3-8 

28 

56 

.875 

7-8 

25 

.390625 

57 

.890625 

13 

26 

.40625 

29 

58 

.90625 

27 

.421875 

59 

14 

28 

.4375 

7-16 

30 

60 

.921875 
.9375 

15-16 

29 

.453125 

61 

.953125 

15 

30 

.46875 

31 

62 

.96875 

31 

.484375 

63 

.984375 

16 

32 

.5 

1-2 

32 

64 

1. 

1 

JONES    &    LAUGHLIN     STEEL    CO.           279 

TABLE  CONVERTING  INCHES  AND    FEET   TO 

METRIC  MEASURES 

B 

x 

in 
M 

X 

H 

t 

W 

8 

H 

» 

! 

§ 

5 

M 

(fi 

cu 

K 

B 

z 

• 

s 

fa 

M 

s 

£ 

W 

2 

H 

H 

& 

.000397 

1 

.3048 

36 

10.9727 

71 

21.6406 

x 

.000794 

2 

.6096 

37 

11.2775) 

72 

21.9454 

A 
2 

TJf 

.001588 
.003175 
.004763 

3 

4 
5 

.9144! 
1.2192 
1.5240 

38 
39 
40 

11.5823 
11.8871; 
12.1919; 

73 

74 
75 

22.2502 
22.5550 
22.8598 

M 

.006350 

6 

1.8288 

41 

12.4967 

76 

23.1646 

A 

I8 

H 

.007938 
.009525 
.011113 
.012700 

7 
8 
9 
10 

2.1336 
2.4384 
2.7432 
3.0480 

42 
43 
44 
45 

12.8015 
13.1063 
13.4111 
13.7159 

77 
78 
79 
80 

23.4694 
23.7742 
24.0790 
24.3838 

11 

3.3528 

46 

14.0207 

81 

24.6886 

A 

.014287 

12 

3.6576 

47 

14.3255 

82 

24.9934 

^8 

H 

M 

.015875 
.017462 
.019050 

13 
14 
15 

3.9624 
4.2672 
4.5720 

48 
49 
50 

14.6303 
14.9351 
15.2399 

83 

84 
85 

25.2982 
25.6030 
25.9078 

11 
% 
it 

.020637 
.022225 
.023812 

16 
17 
18 

4.8768 
5.1816 
5.4864 

51 
52 
53 

15.5447 
15.8495 
16.1543 

86 

87 
88 

26.2126 
26.5174 
26.8222 

1 

.0254 

19 

5.7912 

54 

16.4591 

89 

27.1270 

2 

.0508 

20 

6.0959 

55 

16.7638 

90 

27.4318 

3 

.0762 

21 

6.4007 

56 

17.0686 

91 

27.7366 

4 

.1016 

22 

6.7055 

57 

17.3734 

92 

28.0414 

5 

.1270 

23 

7.0103 

58 

17.6782 

93 

28.3461 

6 

.  1524 

24 

7.3151 

59 

17.9830 

94 

28.6509 

7 

.1778 

25 

7.6199 

60 

18.2878 

95 

28.9557 

8 

.2032 

OOO£J 

26 

7.9247 

61 

18.5926 

'   96 

29.2605 

10 
11 
12 

.2285 
.2540 
.2794 
.3048 

27 
28 
29 
30 

8.2295 
8.5343 
8.8391 
9.1439 

62 
63 
64 
65 

18.8974 
19.2022 
19.5070 
19.8118 

97 

98 
99 
100 

29.5653 
29.8701 
30.1749 
30.4797 

31 

9.4487 

66 

20.1166 

101 

30.7845 

32 

9.  7535;|  67 

20.4214 

102 

31.0893 

33 

10.0583    68 

20.7262 

103 

31.3941 

34 

10.3631     69 

21.0310 

104 

31.6989 

35 

10.6679 

70 

21.3358 

105 

32.0037 

Example  for  explanation  :    90  ft.  =  27.4318  m.  =  27  m.  43  cm.  1.8  mm., 

or  =  27  metres,  43  centimetres,  1^  millimetres. 

280           JONES    &    LAUGHL 

IN     STEEL    CO. 

METRIC  MEASURE  CONVERTED  INTO  INCHES 

~$ 

MILLIMETRES        V 

if 

us 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

.00 

.04 

.08 

.12 

.16 

.20 

.24 

.28 

.31 

.35 

1 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.67 

.71 

.75 

2 

.79 

.83 

.87 

.91 

.94 

.98 

1.02 

1.06 

1.10 

1.14 

3 

1.18 

1.22 

1.26 

1.30 

1.34 

1.38 

1.42 

1.46 

1.50 

1.54 

4 

1.57 

1.61 

1.65 

1.69 

1.73 

1.77 

1  81 

1.85 

1.89 

1.93 

5 

1.97 

2.01 

2.05 

2.09 

2.13 

2.17 

2.20 

2.24 

2.28 

2.32 

6 

2.36 

2.40 

2.44 

2.48 

2.52 

2.56 

2.60 

2.64 

2.68 

2.72 

7 

2.76 

2.80 

2.83 

2.87 

2.91 

2.95 

2.99 

3.03 

3.07 

3.11 

8 

3.15 

3.19 

3.23 

3.27 

3.31 

3.35 

3.39 

3.43 

3.46 

3.50 

9 

3.54 

3.58 

3.62 

3.66 

3.70 

3.74 

3.78 

3.82 

3.86 

3.90 

10 

3.94 

3.98 

4.02 

4.06 

4.09 

4.13 

4.17 

4.21 

4.25 

4.29 

11 

4.33 

4.37 

4.41 

4.45 

4.49 

4.53 

4.57 

4.61 

4.65 

4.69 

12 

4.72 

4.76 

4.80 

4.84 

4.88 

4.92 

4.96 

5.00 

5.04 

5.08 

13 

5.12 

5.16 

5.20 

5.24 

5.28 

5.32 

5.35 

5.39 

5.43 

5.47 

14 

5.51 

5.55 

5.59 

5.63 

5.67 

5.71 

5.75 

5.79 

5.83 

5.87 

15 

5.91 

5.95 

5.98 

6.02 

6.06 

6.10 

6.14 

6.18 

6.22 

6.26 

16 

6.30 

6.34 

6.38 

6.42 

6.46 

6.50 

6.54 

6.57 

6.61 

6.65 

17 

6.69 

6.73 

6.77 

6.81 

6.85 

6.89 

6.93 

6.97 

7.01 

7.07 

18 

7.09 

7.13 

7.17 

7.20 

7.24 

7.28 

7.32 

7.36 

7.40 

7.44 

19 

7.48 

7.52 

7.56 

7.60 

7.64 

7.68 

7.72 

7.76 

7.80 

7.83 

20 

7.87 

7.91 

7.95 

7.99 

8.03 

8.07 

8.11 

8.15 

8.19 

8.23 

21 

8.27 

8.31 

8.35 

8.39 

8.43 

8.46 

8.50 

8.54 

8.58 

8.62 

22 

8.66 

8.70 

8.74 

8.78 

8.82 

8.86 

8.90 

8.94 

8.98 

9.02 

23 

9.06 

9.09 

9.13 

9.17 

9.21 

9.25 

9.29 

9.33 

9.37 

9.41 

24 

9.45 

9.49     9.53 

9.57 

9.61 

9.65 

9.69 

9.72 

9.76 

9.80 

25 

9.84    9.88    9.92 

9.96  10.00 

10.04  10.08  10.12   10.16 

10.20 

26       10.24  10.28  10.32 

10.35  10.39 

10.43  10.47  10.51   10.55 

10.59 

27      110.63  10.67   10.71 

10.75  10.79 

10.83  10.87  10.91   10.95 

10.98 

28      ill.  02  ,11.  06  11.10  11.14  11.18 

11.22  i  11.26 

11.30  11.34 

11.38 

29      ill.  42 

11.46  11.50)11.54  11.58 

11.  61  111.  65 

11.09  11.73 

11.77 

30      ill.81 

11.85  ill.  89  ill.  93  11.97 

12.01   12.05 

12.09   12.13 

12.17 

31       12.2012.2412.2812.3212.36 

12.40  12.44 

12.48  12.52 

12.56 

32      ,12.60  12.64  12.68  12.72  12.76 

12.80  12.83  12.87   12.91 

12.95 

33       12.99  13.03  13.07  \  13.  11   13.15 

13.19  13.23  13.27   13.31 

13.35 

34       1339  13.43  13.46  13.50  13.54 

13.58  13.fi2  13.66  13.70 

13.74 

35      '13.78  13.82  13.86  ;13.90  13.94 

13.98   14.02   14.06   14.09 

14.13 

36       14.17  14.21   14.25  14.29  14.33 

14  37   14.41    14.45   14.49 

14.53 

37      !  14.  57  1  14.  61  i  14.  65  i  14.  69  14.  72 

14.76   14.80   14.84   14.88 

14.92 

38       14.96  15.00  15.04  15.08  15.12 

15.18   15.20  15.24   15  28 

15.32 

39       15.  35  |15.39  15.43 

15.47  15.51 

15.55  15.59  !  15.  63  15.67 

15.71 

40 

15.75  15.79  15.  S3 

15.  87^5.  91 

15.95  1598  16.02  16.06 

16.10 

41 

16.14  16.18  16.22 

16.26  16.30 

16.34 

16.38  16.42 

16.46 

16.50 

42 

16.54  16.53  16.61 

16.65  16.69 

16  73  16.77  16.81   16.85 

16.89 

43      i  16.  93  116.97  1  17.  01 

17.05  17.09 

17.13   17.17  17.20  17.24 

17.28 

44      ;  17.  32  17.  36  J17.40 

17.44  17.48 

17.52   17.56   17.60   17.64 

17.68 

45       17.72  117.76  :  17.  80 

17.84  17.87 

17.91   17.95  17.99   18.03 

18.07 

46      j  18.  11  !  18.  IS!  18.  19 

18.23  18.27 

18.31   18.35  18.39  18.43 

18.47 

47      i  18.  50  118.  54;  18.  58 

18.62  18.66 

18.70  18.74   18.78  18.82 

18.86 

48      !  18.  90  18.  94  118.98 

19.02  19.06 

19.09  119.13  19.17  19.21 

19.25 

49       19.2919.33:19.37 

19.41   19.45 

19.49   19.53  19.57  19  61 

19.65 

50       19.69  19.72  19.76 

19.  80  j  19.  84 

19.88 

19.92  19.96 

20.00 

20.04 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

NOTE.  —    mm.  =  millimetre  ;  10  mm. 

=  1  cm.  (centimetre)  ;  100  cm.  = 

1  m.  (metre). 

JON 

ES    &    LAUG 

H  LI 

N     STEEL    C 

o. 

281 

METRIC  MEASURE  CONVERTED  INTO  INCHES 

AS 

MILLIMETRES 

Z  H 

-   W 

OS 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

50 

19.69 

19.72 

19.76 

19.80 

19.84 

19.88 

19.92 

19.96 

20.00 

20.04 

51 

20.08 

20.12 

20.16 

20.20 

20.24 

20.28 

20.32 

20.35 

20.39 

20.43 

52 

20.47 

20.51 

20.55 

20.59 

20.63 

20.67 

20.71 

20.75 

20.79 

20.83 

53 

20.87 

20.91 

20.95 

20.98 

21.02 

21.0621.10 

21.14 

21.18 

21.22 

54 

21.26 

21.30 

21.34 

21.38 

21.42 

21.46 

21.50 

21.54 

21.58 

21.61 

55 

21.65 

21.69 

21.73 

21.77 

21.81 

21.8521.89 

21.93 

21.97 

22.01 

56 

22.05 

22.09 

22.13 

22.17 

22.21 

22.2422.28 

22.32 

22.36 

22.40 

57 

22.44 

22.48 

22.52 

22.56 

22.60 

22.64 

22.68 

22.72 

22.76 

22.80 

58 

22.84 

22.87 

22.91 

22.95 

22.99 

23.0323.07 

23.11 

23.15 

23.19 

59 

23.23 

23.27 

23.31 

23.35 

23.39 

23.43 

23.47 

23.50 

23.54 

23.58 

60 

23.62 

23.66 

23.70 

23.74 

23.78 

23.8223.86 

23.90 

23.94 

23.98 

61 

24.02 

24.06 

24.09 

24.13 

24.17 

24.21  24.25 

24.29 

24.33 

24.37 

62 

24.41 

24.45 

24.49 

24.53 

24.57 

24.61 

24.65 

24.69 

24.72 

24.76 

63 

24.80 

24.84 

24.88 

24.92 

24.96 

25.00 

25.04 

25.08 

25.12 

25.16 

64 

25.20 

25.24 

25.28 

25.32 

25.35 

25.3925.43 

25.47 

25.51 

25.55 

65 

25.59 

25.63 

25.67 

25.71 

25.75 

25.7925.83 

25.87 

25.91 

25.95 

66 

25.98 

26.02 

26.06 

26.10 

26.14 

26.18 

26.22 

26.26 

26.30 

26.34 

67 

26.38i26.42 

26.46 

26.50 

26.54 

26.5826.61 

26.65 

26.69 

26.73 

68 

26.77 

26.81 

26.85 

26.89 

26.93 

26.97 

27.01 

27.05 

27.09 

27.13 

69 

27.17 

27.21 

27.24 

27.28 

27.32 

27.3627.40 

27.44 

27.48 

27.52 

70        27.56 

27.60  27.64 

27.68 

27.72 

27.7627.80 

27.84 

27.87 

27.91 

71        '27.95 

27.99  28.03 

28.07 

28.11 

28.1528.19 

28.23 

28.27 

28.31 

72 

28.35 

28.39  28.43 

28  47 

28.50 

28.5428.58 

28.62 

28.66 

28.70 

73 

28.74 

28.78 

28.82 

28.86 

28.90 

28.94 

28.98 

29.02 

29.06 

29.10 

74 

29.13 

29.17  29.21 

29.25 

29.29 

29.3329.37 

29.41 

29.45 

29.49 

75 

29.53 

29.57  29.61 

29.65 

29.69 

29.73 

29.76 

29.80 

29.84 

29.88 

76 

29.92 

29.96  30.00 

30.04 

30.08 

30.  12  30.  16 

30.20 

30.24 

30.28 

77 

30.32 

30.35  30.39 

30.43 

30.47 

30.51 

30.55 

30.59 

30.63 

30.67 

78 

30.71 

30.75 

30.79 

30.83 

30.87 

30.9130.95 

30.98 

31.02 

31.06 

79 

31.10 

31.14 

31.18 

31.22 

31.26 

31.30 

31.34 

31.38 

31.42 

31.46 

80 

31.50 

31.54 

31.53 

31.61 

31.65 

31.6931.73 

31.77 

31.81  131.85 

81 

31.89 

31.93  31.97 

32.01 

32.05 

32.0932.13 

32.17 

32.21 

32.24 

82        132.28 

32.32:32.36 

32.40 

32.44 

32.4832.52 

32.56 

32.60 

32.64 

'83        132.68 

32.72  32.76 

32.80 

32.84 

32.87 

32.91 

32.95 

32.99 

33.03 

84        33.07 

33.11  33.15 

33.19 

33.23 

33.2733.31 

33.35 

33.39 

33.43 

85 

33.47 

33.50  33.54 

33.58 

33.62 

33.66 

33.70 

33.74 

33.78 

33.82 

86 

33.86 

33.90  33.94 

33.98 

34.02 

34.06 

34.10 

34.13 

34.17 

34.21 

87 

34.25 

34.29  134.33 

34.37 

34.41 

34.4534.49 

34.53 

34.57 

34.61 

88         34.65 

34.  69  134.73 

34.76 

34.80 

34.8434.88 

34.92 

34.96 

35.00 

89        135.04 

35.08  i35.12 

35.16 

35.20 

35.24 

35.28 

35.32 

35.36 

35.40 

90         35.43 

35.47 

35.51 

35.55 

35.59 

35.6335.67 

35.71  135.75 

35.79 

91        135.83 

35.87 

35.91 

35.95 

35.98 

36.02 

36.06 

36.10 

36.14 

36.18 

92        i36.22 

36.26  36.30 

36.34 

36.38 

36.4236.46 

36.50 

36.54 

36.58 

93 

36.61 

36.65  36.69 

36.73 

36.77 

36.81 

36.85 

36.89 

36.93 

35.97 

94 

37.01 

37.05  37.09 

37.13 

37.17 

37.2137.24 

37  28 

37.32 

37.36 

95 

37.40 

37.44  37.48 

37.52 

37.56 

37.60 

37.64 

37.68 

37.72 

37.76 

96 

37.80 

37.84  37.87 

37.91 

37.95 

37.9938.03 

38.07 

38.11 

38.15 

97 

38.19 

38.  23;  38.  27 

38.31 

38.35 

38.39 

38.43 

38.47 

38.50 

38.54 

98       J38.58 

38.62  38.66 

38.70 

38.74 

38.7838.82 

38.86 

38.90 

38.94 

99         38.98 

39.02 

39.06 

39.10 

39.13 

39.17 

39.21 

39.25 

39.29 

39.33 

100         39.37 

39.41 

39.45 

39.49 

39.53 

39.5739.61 

39.65 

39.69 

39.73 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

NOTE.  —  mm. 

=   millimetre  ;  10  mm.  = 

1  cm. 

(centimetre) 

;  100  cm.  = 

1  m.  (metre). 

282 

JO 

X 

ES    6 

i.    LA 

UG 

H 

L  ] 

N 

STE 

E  L 

CO. 

TABLE  OF  WEIGHTS 
Interchangeable  between  U.  S.  and  Metric  Systems 


M 
H 

[?. 

m 

III 

III 

P 

M  M 

II 

a 
I 

1  2  * 

HI 

*  i  c 

IIS 

H  2 

U  (H 

2  w 

* 

|l° 

|i,a 

M 

II 

S* 

1 

28.3495 

35.274 

0.4536 

2.2046 

0.9072 

1.1023 

2 

56.6000 

70.548 

0.0072 

4.4002 

1.8144 

2.2046 

3 

85.0485 

105:822 

1.3608 

6.6138 

2.7216 

3.3009 

4 

118.8080 

141.006 

1.8144  • 

x.xlx4 

8.6288 

4.4092 

5 

141.7475 

176.  370 

2.2680 

11.0230 

4.5360 

5.5115 

6 

170.0970 

211.644 

2.7216 

13.2276 

5.4432 

6.6138 

7 

198.4464 

246.918 

3.  1752 

15.4322 

6.3504 

7.7Kil 

8 

296.7050 

282.  192 

:<  6288 

17.6868 

7.2576 

x  x)s4 

9 

25.5.  1454 

317^466 

4.0824 

19.8414 

0!  9207 

10 

283.4949 

352.740 

4.5360 

22.0460 

9l  0720 

11.0230 

11 

311.8444 

388.014 

4.9896 

24.2506 

9.9792 

12.  1253 

12 

340.  1939 

4J3  _'xx 

5.4432 

1D.SV4 

13.2276 

13 

5.8068 

•'x  I'J.YO, 

11.7936 

14.3299 

14 

gft  8028 

W.8M 

6.8504 

SO!  8644 

12.7006 

15.4322 

15 

425.2423 

529.110 

6.8040 

33.0690 

13.6080 

16.5345 

16 

453.5918 

564.384 

7.2576 

35.2736 

14.5152 

17.6308 

17 

7.7112 

37  4782 

15.  4224 

18.7391 

IS 

x   l',4x 

•»,  j    |,v's 

16  3296 

19.8414 

19 

s  iilx4 

4L.XX74 

17.2368 

20.9437 

20 

9.0720 

44.0920 

18.  1440 

22.0460 

21 

9.5256 

46.2966 

19.0512 

23.  1483 

22 

9  9792 

48  5012 

1  1  j  *  i  ")  v  i 

24.2506 

23 

10.  4328 

50.  70.58 

20i  8656 

25.3529 

24 

ID  XM;I 

52  9104 

21.7728 

26.  4552 

25 

11.3400 

55.1150 

22.6800 

27.5575 

1  metric  ton=1000  kg.  (kilograms). 

1  kilogram  =1000  g.  (grams). 

1  gram=10  dg.  (decigrams)=100cg.  (centigrams) =1000  mg.  (milligrams). 

Weight  of  1  cubic  mm.  of  water=l  milligram. 

Weight  of  1  cubic  cm.  of  water=l  gram. 

Weight  of  1  cubic  dm.  of  water  (=1000  grams)  = 
1  litre =1  kg. 

Weight  of  1  cubic  m.  of  water  (=1000  dm3)=l 
metric  ton. 

NOTE. — 10 mm. =1  cm;  10cm. =1  dm.  (decimetre); 
10dm.=lm.  (metre);  mm  =  millimetre  ;  cm.  =  centi- 
metre. 


JONES    &    LAUGHLIN     STEEL    CO.           283 

TABLE    OF    LIQUID    AND     DRY    MEASURE 

Interchangeable   between    U.    S.   and   Metric    Systems 

M 

M 
• 

2 
D 

K 

LITRES 
TO  QUARTS 

QUARTS 
TO  LITRES 

89 

x  z 

SS2 

a  31 

uO^ 

l« 

08 

H  * 

">£a 
ss! 

h* 

°5 

g 

w2 

£«s 

£§Q 
§w 

8 

0% 
HH 

111 

2% 

«» 

'O 

1 

3 

£? 
Q 

I 

fr 

Q 

1 

2 
3 
4 
5 

1.0567 
2.1134 
3.1701 
4.2268 
5.2835 

0.908 
1.816 
2.724 
3.632 
4.540 

0.9463 
1.8927 
2.8390 
3.7854 
4.7317 

1.1013 
2.2026 
3.3040 
4.4053 
5.5066 

264.  17 
528.35 
792.52 
1056.70 
1320.87 

0.0038 
0.0076 
0.0114 
0.0151 
0.0189 

2.8375 
5.6750 
8.5125 
11.3500 
14.  1875 

0.3524 
0.7048 
1.0573 
1.4097 
1.7621 

6 
7 
8 
9 
10 

6.3402 
7.3969 
8.  4536 
9.5103 
10.5670 

5.448 
6.356 
7.264 
8.172 
9.080 

5.6781 
6.6244 
7.5707 
8.5171 
9.4634 

6.6079 
7.7093 
8.8106 
9.9119 
11.0132 

1585.05 
1849.22 
2113.40 
2377.57 
2641.75 

0.0227 
0.0265 
0.0303 
0.0341 
0.0379 

17.0250 
19.8625 
22.7000 
25.5375 
28.3750 

2.1145 
2.4669 
2.8194 
3.1718 
3.5242 

11 
12 
13 
14 
15 

11.6237 
12.6804 
13.7371 
14.7938 
15.8505 

9.988 
10.896 
11.804 
12.712 
13.620 

10.4098 
11.3561 
12.3024 
13.2488 
14.  1951 

12.1145 
13.2158 
14.3172 
15.4185 
16.5198 

2905.92 
3170.  10 
3434.27 
3698.  45 
3962.62 

0.0416 
0.0454 
0.0492 
0.0531 
0.0569 

31.2125 
34.0500 
36.8875 
39.7250 
42.5625 

3.8766 
4.2290 
4.5815 
4.9339 
5.2863 

16 
17 
18 
19 
20 

16.9072 
17.9639 
19.0206 
20.0773 
21.1340 

14.528 
15.436 
16.344 
17.252 
18.  160 

15.1415 

16.0878 
17.0341 
17.9805 
18.9268 

17.6211 
18.7224 
19.8238 
20.9251 
22.0264 

4226.80 
4490.97 
4755.  15 
5019.32 
5283.50 

0.0606 
0.0644 
0.0682 
0.0720 
0.0758 

45.4000 
48.2375 
51.0750 
53.9125 
56.7500 

5.6387 
5.9911 
6.3436 
6.6960 
7.0484 

21 
22 
23 
24 
25 

22.1907 
23.2474 
24.  3041 
25.3608 
26.  4175 

19.068 
19.976 
20.884 
21.792 
22.700 

19.8732 
20.8195 
21.7658 
22.7122 
23.6585 

23.  1277 
24.2290 
25.3304 
26.4317 
27.5330 

5547.67 
5811.85 
6076.02 
6340.20 
6604.37 

0.0796 
0.0833 
0.0871 
0.0909 
0.0947 

59.5875 
62.4250 
65.2625 
68.1000 
70.9375 

7.4008 
7.7532 
8.  1057 
8.4581 
8.8105 

1  cu.  metre  (m3)  =  1000  1.  (litres)  =  1000  dm3  (cu.  decimetres). 

1  hectolitre  (hi.)  =  100  litres. 

1  litre  =  1  dm3  (cu.  decimetre)  =  10  dl.  (decilitre)  =  100  cl.  (centilitre) 

=  1000  ml.  (millilitres). 

1  millilitre  =  1  cm3  (cu.  centimetre). 

JONES    &    LAUGHLIN     STEEL    CO. 


MENSURATION 


TT  =  3.1415926536 
|  =  1.5708 

=  1.0472 


—  =  0.7854 
=  0.2618 


—  =  0.04909 

—  =  0.31831 

7T 

i=  0.10132 

r2 

7T2  =  9.86960 
7T3  =  31.00628 
log.     -  =  Q.4971499 
4/-=  1.77245 


-  =  0.56419 

it 


log.  I/- =  0.2485749 
<r  =  2  -  rX  — 


J2 

or  very  nearly=  — 


n=      ri—xt—r— 


or  very  nearly  = 
=  .01745  X  r  X  c  in  degrees 


Br 


A  =  area 


Circle 
d  =  diameter 


radius 


^  =    -~^  =  0.7854  d*  d=  1,12838  tfA 

Circumference  =2  r  r  =  it  d 
Sector  of  circle  =  length  of  arc  X  half  radius. 
Segments  of  circle  =  area  of  sector  less  triangle,  also  for 


flat  segments  very  nearly  =  ^  1/0.388/4 2+J2 
3  4 


JONES    &    LAUGHLIN     STEEL    CO. 


285 


MENSURATION 
Triangle 


(*-*)  (*-c) 

if  s  is  half  of  the  sum  of  the  sides  a,  b,  and  c, 
or  =  base  X  half  perpendicular  height. 

Polygons  t  • 

Area  of  any  regular  or  irregular  polygon  can  be  found  by 
dividing  the  polygon  into  triangles  and  taking  the  sum  of  the 
areas.  Area  of  any  regular  polygon 

No.  of  sides 


X  (circumscribed  rad.)2  X  sin. 


=  ~  a  b 


(No.  sides) 
Parabola.     A  —  \  s  h 


- a — -H 


Area  of  any  Irregular  Plane  Surface 


Divide  the  surface  into  any  number,  say  «,  parallel  strips 
of  equal  widths,  d,  whose  middle  ordinates  are  represented  by 

"    h     h     h     h     .     .     .     h     h 
1234  n-ln 

then  is,  after  Poncelet's  rule, 

A  =  d  I  h  +  TV  d  ( a—h  )  +  TL  d  (  b—h  \ 
1  n/ 

but  more  exact  after  Francke's  rule, 

A  =d2h-\-^d(8a  +  h—oh}  +  ^d(  8b  +  h—oh\ 
2     1  n-1   nJ 


280 


JONES 


LAUGHLIN     STEEL    CO. 


MENSURATION 


Cylinder 


V=  contents 


Sphere 

~<i* 


Pyramid  and  Cone 

A  =  periphery  or  circumference  of  base  X  half  slant  height. 
F=  area  of  base  -f-  ^  perpendicular  height. 


Frustum 

A  =  sum  of  peripheries  or  circumferences  of  the  two  ends 
X  half  slant  height  +  area  of  both  ends. 

Frustum  of  a  cone.      V=  %  ~  h  (  R*  +  r2  +  Rr] 


Frustum  of  pyramid.      V=  l/3  h  (  B  +  |/  Bb  +  b) 

(h  being  the  distance  of  the  two  parallel  end  surfaces 
B  and  b). 


JONES    &    LAUGHLIN     STEEL    CO. 


MENSURATION 
Properties  of  the  Circle 
Circumference  =  Diam.  X  3.1416  or  3i. 
Diam.  X  -8862  =  Side  of  an  equal  square. 
Diam.  X  .7071  =  Side  of  an  inscribed  square. 
Diam.  2X  .7854=  Area  of  circle. 
Radius  X  6.2832  =  Circumference. 
Circumference  =  3.5446  j/  area  of  circle. 
Diam.  =  1.1283  |/  area  of  circle. 
Length  of  arc  =  No.  of  degrees  X  .017453  radius. 
Degrees  in  arc  whose  length  equals  radius  =  57 .2957°. 
Length  of  an  arc  of  1°=  Radius  X  .017453. 
Length  of  an  arc  of  V  =  Radius  X  .0002909. 
Length  of  an  arc  of  1"=  Radius  X  .0000048. 
7r=  Proportion  of  circumference  to  diam.=  3. 1415926. 
7:2  =  9.8696044. 
|/-  =1.7724538. 
Log.  ~  =  0.4971499. 

—?—  =  0.3183001. 


360 
360 


=  .002778. 


=  114.59. 

Trigonometrical  Formulae 

General  Equivalents 

The  diagram  shows  the  different  trigonometrical  expres- 
sions in  terms  of  the  angle  A. 

In  the  following  formulae  Radius  =  1. 

Cot  A 


288  JONES    &    LAUGHLIN     STEEL    CO. 

MENSURATION 

Complement  of  an  angle  =  its  difference  from  90°. 

Supplement  of  an  angle  =  its  difference  from  180°. 

1  cos. 


cos.        cot. 

1  tan. 


cos.        sin. 

-* 

Cos.=  4/(l — sin.2)  = =  sin.  X  cot.  =  — 

tan.  sec. 

Cot.=  —  --  =  —  Cosec.=  — 

sin.         tan.  sin. 

Versin.=  Rad. — cos.     Coversin.=Rad. — sin. 


Rad.=tan.X  cot.=  -sin.2+  cos.2 

Solution  of  Right-Angled  Triangles 
Hypoth.2=  base2  +  perpend.2 
Base2=  (hyp.+  perp.)  X  (hyp.— perp.) 
Perp.2=  (hyp.-f  base)  X  (hyp. — base). 

Sin,a  =  ^-  Cot.  a=-^- 

C  A 

^B  A 

Cos.  a  =  — —  Cos.  b  =•  —^ 

C  C- 

A  A 

Tan.  a  =  —  Cot.  b  =  -: 

B  B 

c  b  =  90°—  a 

Cosec.  a  =  —r- 

A  A=£tsin.a 

C 
Sec.  a  =  — 

B  =  C  cos.  a  =  A  cot.  a  = 


C= 


t/(C+A)(C— A) 
A  B 


sin.  a     cos.  a 


JONES    &    LAUGHLIN     STEEL    CO. 

MENSURATION 
Solution  of  Oblique-Angled  Triangles 


Value  of  any  side  C  is : 
A  sin.  c       B  sin.  c 


sin.  a  sin.  b         cos.  b  -f  sin.  £  cot.  <: 

5 


cos.  a  -f-  sin.  #  cot. 


A  cos.  b  +  A 


=  4/^  2  +  j?2  —  2A  B  cos.  <:  = 

B  cos.  <z  -j-  B  sin.  a  cot.  £ 

Value  of  any  angle  a  is  : 

A  sin.  <:       A  sin.  3 

Sm.  a  =  —        —  =  -  -  —  =  sin.  (b  -f-  c] 
c  B 

Sin.  a  =  sin.  b  cos.  c.  -f-  cos.  £  sin.  ^ 
Cos.  n:  =  sin.  b  sin.  £  —  cos.  b  cos.  <: 
4.  B*  —  A* 


Cos.  a  = 
Tan.  a  = 


2^  C 

A  sin.  <:  ^4  sin.  b 


B  —  A  cos.  c       C  —  A  cos.  b 


tan.  b  tan.  r  —  1 


290  JONES    &    LAUGHLIN     STEELCO. 

STRENGTH    OF    MATERIALS 

Ultimate    Resistance    to    Tension   in    Pounds    per 
Square  Inch 

Metals    and    Alloys 

Aluminum  Bronze,  AVERAGE 

10  per  cent  Al.  and  90  per  cent  copper       .       .     85000 

IX  per  cent  Al.  and  98^  per  cent  copper         .     28000 

Brass,  cast         .       ....       .       .       .       .       .     18000 

Brass,  wire         ...  .....     49000 

Bronze  or  gun  metal        . 36000 

Copper,  cast       ......  .      19000 

Copper,  sheet     .       .'....       .  .        .     30000 

Copper,  bolts     .       V      .        .       .        .       .       .        .     36000 

Copper,  wire,  unannealed     •'.'.-...        .  .        .     00000 

Iron,  cast,  13,400  to  29,000    .       .'      ...       .     16500 

Iron,  wrought,  round  or  square  bars  of  1  to  2-inch 

diameter,  double  refined          .       .       .    50000  to  54000 
Iron,  wrought  specimens  i^-inch  square,   cut  from 

"large  bars  of  double  refined  iron  .    50000  to  53000 

Iron,  wrought,  double  refined,  in  large  bars  of  about 

7-square-inch  section        .       t      „       .     46000  to  47000 
Iron,  wrought,    universal    mill    plates,    angles    and 

other  shapes      .       .       .       .  .     48000  to  51000 

Iron,  wrought  plates  over  36  inches  wide       46000  to  50000 

The  modulus  of  elasticity  of  double  refined  bar  iron  is 
25,000,000  to  27,000,000;  of  steel  bars,  29,000,000  to 
42,000,000. 

Iron  wire    .       .       ...     ..      V.     '.       .   70000  to  100000 

Iron  wire  ropes         ..-...'•        •        •     90000 
Lead,  sheet  .       .       .      '.        .        3300 


JONES    &    LAUGHLIN     STEEL    CO.  291 

STRENGTH    OF    MATERIALS 

AVERAGE 

Steel       .  .        ...         .         .         .       65000  to  120000 

Tin,  cast  . 4600 

Zinc  .        ,  -     i     _   ;-.  '    .        .        .    v        7000  to  8000 

Timber,  Seasoned,  and  other  Organic  Fiber 

Taken  largely  from  Trautwine's  pocket  book  (edition  of  1902). 

Ash,  English     .        .        ..       .        ,  .        .       16000 

Ash,  American  .         .         .         .         .         .         .       16500 

Beech,  English  .         .        .         .         .'  .    ..      -  .       11500 

Birch          .         .        .'.'..         .         .         .       15000 

Cedar  of  Lebanon     .    •     .         ...''.         .         .       11400 

Cedar,  American,  red         .         .        ..*'.'.',.       10300 

Fir  or  Spruce    .         .      '.         ..       .         ....       .       10000 

Hempen  Ropes         .         .         .'    .   .         .         12000  to  15000 
Hickory,  American   .  .         ;         .         .         .       11000 

Mahogany         .     •    l\    •.        .         .        .%        8000  to  16000 

Oak,  American  white        .         .         .         .         ...       10000 

Oak,  European          .         .        .         .         .    *     .         .       10000 

Pine,  American  white,  red  and  pitch,  Memel,  Riga          10000 
Pine,  American  long  leaf  yellow        .         .        12600  to  19200 

Poplar ,       ..         ..        7000 

Silk  fiber  .         .         .1'     '. .       .         .     '-.         .       52000 

Walnut,  black         ....        .,      '.    -    .        .         ;        8000 

Stone,  Natural  and  Artificial 

Brick          .         ...         .      '  .  '  .     .     40  to  400         220 

Glass     .    .        .     •    ,    §    .        .  ,  2500  to  9000      5700 

Slate          .        ,        .''.".  .  ..            2400  to  3800 

Mortar,  ordinary       ^         .         ?  s  .  .       10  to  20           15 


292  JONES    &    LAUGHLIN     STEEL    CO. 

STRENGTH    OF    MATERIALS 

Ultimate  Resistance  to  Compression 

Metals 

AVERAGE 

(  ^  part  in  length  by  51000 
Brass,  cast,  reduced         .         .      <  * 

(  y^  part  in  length  by  16500 

Iron,  cast  .  .  .  .  .  -  .  82000  to  125000 
Iron,  wrought,  within  elastic  limit  .  .  22400  to  35800 
Steel,  rolled,  within  elastic  limit  ...  .  47000 


JONES    &    LAUGHLIN     STEEL    CO.  293 

General  Instructions  to  Customers 
Ordering  Structural  Material 

Architect's  and  engineer's  drawings  and  specifications  are 
usually  definite  enough  to  enable  us  to  execute  them  without 
loss  of  time  in  correspondence.  Small  orders  from  con- 
tractors and.  others  Are  frequently  very  indefinite  in  specifying 
just  what  is  desired,  making  correspondence  necessary  and 
often  resulting  in  great  loss  of  time  in  shipping  the  material. 
We  therefore  invite  your  attention  to  the  following  data 
which  should  accompany  the  order : 

1.  Size  of  holes  should  be  given,  or  better,  the  size  of 
bolts   or   rivets   to   be    used.     If   same   are   not    especially 
specified,  we  will   punch  all   beams   and   channels   }|-inch 
holes  for  %"-inch  rivets  or  bolts  in  webs.     Flange  holes  we 
will  punch  of  size  given  in  table  of  beams  and  channels  on 
pages  56  and  57. 

2.  In  ordering  beams  to  be  punched  for  and  provided 
with  separators,  state  width  of  walls  to  be  supported,  or  give 
width  lintel  should  be  over  all  after  assembling.     Further, 
state  if  separator  bolts  are  to  be  used  only  to  assemble  lintel, 
or  if  some  wood  furring,  either  on  one  or  both  sides  of  lintel 
or  twin  beam,  has  to  be  fastened  to  beam  webs  by  said  bolts, 
in   which   case   we   would   add    to 

length  of  bolts  2  inches  or  4  inches  XI 12" 

respectively.  P7 

3.  If  beam  ends  are  not  to  be  ======_No(  1 

square,    it   would    be    well    to    dis- 
tinguish   between     mitered    as    per 

sketch    No.  1,   or  beveled   as   per 
sketch     No.    2.      Better     still,    to 
accompany    same     with     a     clear       f  ======z:=     ini 

sketch,  giving  the  required  angle 
either  in  degrees  or  in  proportion 
of  12-inch  to  x  as  shown  on  sketch. 


4.     In    ordering   bent    beams    or  /  12" 

channels,  state   if  same   are  to  be 


•294 


JONES    &    LAUGH  LIN     STEEL    CO. 


No,3 


cambered  as  per  sketch  No.  3,  giving  besides  the  required 

length,  Z,  either  height  of    camber,  A,  or  radius,  r   or  R. 

Further  state  if  ends  have  to  be  cut  off  square  to  chord,  on 

line  n»,  or  radial,  on 
line  mm.  When 
beams  or  channels  are 
to  be  bent  vertical  to 
their  web  as  in  sketch 
Nos.  4,  5  or  6,  similar 
data  should  be  given 
as  for  cambered  beams 
or  channels,  but  in 
this  case  for  channels 
or  angles  it  is  neces- 
sary to  state  if  web  of 
channel  or  vertical  leg 
of  angle  is  to  be  out- 
side, as  in  sketch  No. 
5,  or  inside  as  in  No.  6; 
further,  in  case  of 
angles  of  unequal 
legs,  state  which  leg 
is  to  be  vertical  to 
curve.  In  all  these 
cases,  a  simple  sketch 
will  explain  more  than 
many  words. 

5.  State  in  each 
order  if  steel  should 
be  painted  before 

shipment,  and  if  field  connections  are  to  be  bolts  or  rivets. 


No.4 


No.5 


JONES    &    LAUGHLIN     STEEL    CO.  295 


INDEX 


296 


JONES    &    LAUGHLIN     STEEL    CO. 


INDEX 


Anchors : 

Standard  types       .         .         .    v    .         .         .         .  69 

Angles : 

Areas  of                  ...        .       • .        »        .         .  55 

Diagrams  of            .         .    '    /        .         .         .         .  13-19 

Equal  legs .  52 

Maximum  lengths 54 

Maximum  size  of  rivets  and  gauge  for  punching    .  59 

Minimum  spans  for  Standard  connection  angles  .  60 

Properties  of          .        .        .        .       '.        .        .  128-139 

Radii  of  gyration,  two  angles  back  to  back  .         .  174-176 

Radii  of  gyration,  two  angles  star  section      .         .  236-238 

Radii  of  gyration,  single  angle       .         .       • .         .  128-139 

Safe  loads  for 106-108 

Safe  loads,  single  angle  struts        .         .         .        ,  •.       172 

Standard  connections,  notes  on     ....  60 

Standard  connections,  details  of   ....  61 

Standard  connections  for  opposite  framing  .         .  62 

Arches : 

Types  of  fireproof 67 

Weights  of    .        ...         .         ...        .  74 

Areas  : 

Of  angles  and  plates  for  columns  .         .         .  240-244 

Of  circles 218-230 

Methods  of  increasing  for  shapes  .         .         .    '         39 

Bars: 

Beveled  edges .  ,        43 

Flat — sizes  and  maximum  lengths          .         .         .  46,  47 

Flat— sizes  and  weights 196-201 

Half  rounds            .         .         .                  .         .         .  44 

Hexagons       .         .         .         .         .         .         .         .  44 

Ovals  and  half-ovals       .         .         .         .                  .  44 

Round    .  42 


JONES    &    LAUGHLIN     STEEL    CO. 


297 


Round  edges  .         .         . 

Twisted         . ..  • ' 

Beams  : 

Bending  moments  and  deflections  of     . 
Deflection  coefficients    .         .     '    . 
Diagrams  of  .         .         .         . 
Formulae  on  flexure 
Properties  of  .         .    '    . 

Sizes  and  maximum  lengths 
Standard  framing  of       .... 
Standard  gauges  for  punching 
Tables  of  safe  loads       .         .         .         . 
Tables,  explanation  of   .         .         .         . 
Without  lateral  support          .         .         . 
Wooden,  strength  of 

Bearing  Plates 

Beveled  Edged  Bars    •       •       • 

Boat  Spikes : 

Weights  and  sizes  .         ... 

Bolts  : 

Machine,  weights  of  .         .  • 

Standard  screw  threads,  nuts  and  heads 

Brick  Walls : 

Weight  of      .         ,         .if       . 

Bridges : 
Beam,  details  of     . 

Cast  Washers: 

Table  of        :.         <,       .         !         .         . 

Chains : 

Diagrams  of  .         .         .         .        V 
Sizes,  strength  and  weights  of        .         .,;. 


PAGE 

43,45 
235 


115 

85 

4-9 

114 

118-121 
56 
62 
59 

86-97 

81-84 

84 

178 

63 
43 


235 


207 
212 


80 
186 
177 


40 
41 


298 


JONES    &    LAUGHL1N     STEEL    CO 


Channels  : 

Diagrams  of  .         ...        .  "...         .  10-12 

Properties  of  ».        .         .         .  120-123 

Sizes  and  maximum  lengths  ....  57 

Tables  of  safe  loads       .         .  .  '     ...        .         .  98-105 

Channel  Tires  25 

Circles  : 

Areas  and  circumferences  of          .     •    .        .         .  218-230 

Circular  Plates : 

Sizes      .        .        .        .        ....,"         49 

Clevises  269 

Columns : 

Areas  of  angles  and  plates  for       .         .  .  .  240-244 

Details  of  concrete  fireproofing     .....  71 

Diagrams  of  sections     .         .         .         .  .  .             64 

General  notes  on   .      ,  .        .        .     "  .  .  .  149-151 

Notes  on  splicing  and  connections         .  .  .             66 

Strength  and  weights  of  angle  and  plate  .  .  160-169 

Strength  and  weights  of  channel  .         .  .  .  152-158 

Strength  and  weights  of  cast-iron          .  .  .           171 

Strength  and  weights  of  single  angle     .  .  .           172 

Strength  and  weights  of  single  beams   .  .  . .   J       159 

Strength  and  weights  of  Z  bar       .         .  .  .           170 

Strength  of  wooden 179 

Cold  Rolled : 

Reaper  and  harvester  finger  bars  .     '    .         .         .       32, 33 
Shafting,  etc.          .         .         .         .         .  .'267 

Corrugated  Sheets : 

Weights  and  strength  of        .         .         .-        .         .  Ill 

Cubic  Foot  of  Substances  : 

Weights  of     .         .        .        .        .        .        .         .  215-217 

Decimals  of  a  Foot  for  each        of  an  Inch  •  276,  277 


JONES    &    LAUGHLIN     STEEL    CO. 


299 


.1  PAGE 

I  Decimals  of  an  Inch  for  each  ^  of  an  Inch  •  278 

'  Deflection  Coefficients  85 

Explanation  of  Tables 112, 113 

Eye  Bars  : 

Standard        .        .         .'..-.        .        .  274 

Adjustable     .         .         .•'-..        ...         .  273 

Notes  on        ........  275 

Finger  Bars    •        •        ....        .        .  32, 33 

Fireproofing : 

General  notes  on  .         .         .                  .         .         .  72-79 

Styles  of  floors       .         .         ...         .         .         .  68-70 

Floors : 

Details  of  connections  .         .         .         .         .      •  . '  69 

General  notes  on  fireproof  construction         .         .  72-79 

Girders  for     ....        .         .         .         .         .         .  80 

Styles  of  fireproofing      .        ..         ....        '.         .  67,70 


Formulae : 
General 

Framing : 

Standard  diagrams  of 


114 


62 


General  Instructions  for  Ordering  Material  •  293, 294 


Girders : 

Beam,  strength  and  weight  of 
Built,  strength  and  weight  of 

Grooved  Steel  •    •  • 
Half  Rounds 

Harvester  Tires    •  •       « 

Hexagons       •      :  •  .  . 


140-144 
145-148 

23,24 
44 
25 
44 


300 


JONES    &    LAUGHL1N     STEEL    CO 


PAGE 

Hoops  45 

Inertia,  Moments  of    •  •  116, 117 

Logarithms  •  245-247 

Looped  Eyes  272 

Manufacturers'  Standard  Specifications  •  187-195 

Mensuration.       -       .       .       .       •       •  .284-289 

Metric  Conversion  Table  •  239 

Miscellaneous  Steel  27-31 

Moments  of  Inertia      •  116, 117 

Natural  Sines,  etc.        .  248-256 

Nuts: 

Sizes  and  weights  of  square  .         .         .   .   •  .  .           208 

Sizes  and  weights  of  hexagon        .         .         .'  .           209 

Pin         .        .        ...        ...  .           271 

Sleeve    .       ..  .      ,        ..       .        .        .        ...          270 

Nut  Steel       •  47 

Ovals  and  Half-Ovals  44 

Partitions  : 

Details  of  construction           .....  71 

Plates : 

Bearing          ....        .        ...  .            63 

Circular           .         .         .         ...         .  .             49 

Rolled  edges.      -..-..                  .         .  .             46 

Sheared  edges        .         .  ,      .                 .        .  .48,49 

Weights  of    .        .      '  .  .  231-234 

Pipe : 

For  steam,  water  and  gas       .....  214 


JONES    &    LAUGHLIN     STEEL    CO. 


301 


Pins  and  Pin  Nuts 

Radii  of  Gyration : 

Angles  .         .         .         .         . 
Beams,  single  and  double       .         . 
Channels,  single  and  double 
Plate  and  angle  columns        ... 
Tees       .         .        .         .      ,   .         . 
Two  angles,  back  to  back 
Two  angles,  star  section         .   .     .         , 
Zees    '    .  *      ...         .         .        .. 

Rails  : 

Diagrams  and  weights  of 

Splices  for      .        .        °.  •      .      ^  .         , 

Railroad  Spikes  : 

Weight  of      ...        .        . 

Reaper  and  Harvester  Finger  Bars 
Diagrams  of  cold  rolled 
Diagrams  of  hot  rolled 

Rivets : 

Conventional  signs  for  . 
Lengths  of     .         .         .    \     . 
Shearing  and  bearing  values          .      .  , 
Weights  of  round  headed 

Roof  Trusses : 

Details  of       .         .         .         -.         . 
Stresses  in     ..."*. 

Round  Bars  : 

Sizes  of  .         ... 

Round  Edge  Steel  Flats  : 

Sizes       .         .         .    •'     .         .'"'.'. 

Round  Edge  or  Reach  Plate     •     ••• 


PAGE 

271 


128-139 
118-121 
120-123 
160-169 
126, 127 
174-176 
236-238 
124, 125 


35-38 
37 


235 


32,33 
34 


183 
182 

184, 185 
206 


180 
181 


42 

45 
43 


302  JONES    &    LAUGHLIN     STEEL    CO. 


Round  Edge  Steel  Tires : 

Sizes      .........  45 

Sectional  Areas : 

Methods  of  increasing  .         .  .         .  39 

Separators : 

Standard  sizes  and  weights    .....  58 

Types  of  cast         ....  69 

Sheared  Plates : 
Sizes      .        .        .        .        .        .        .        .        .48,49 

Shafting : 
Cold  rolled     .        .        .        .        .  •     .        .         .          267 

Sheet  Iron  and  Steel : 

Weights  of     .        .        .        f        .        .        .         .          213 

Sleeve  Nuts   .       .  270 

Specifications,  Manufacturers'  Standard        •  187-195 

Spikes : 

Boat       ...        .        .        .        .•'..'.         .          235 

Railroad         .        .        .        .        .        .        .     "  .          235 

Square  Bars : 

Sizes      .        .        .        .        .        .    .    '.        .         .  43 

Squares,  Cubes,  etc.    ....  .  257-266 

Standard  Framing : 

Diagrams  of  .         .         ...         .         .         .  62 

Spacing  in  flanges  of  rolled  sections      ...  59 

Screw  threads         . 212 

Strength  of  Material    •        •        .        •  '     •        •  290-292 

Struts : 

Ultimate  strength  of  .         ...         .         .  173 


JONES    &    LAUGHLIN     STEEL    CO.  303 


Substances : 

Weights  per  cubic  foot 215-217 

Tables : 

Converting  inches  and  feet  to  metric  measure       .  279 

Converting  metric  measure  into  inches          '.         .  280,  281 
Of  weights,  interchanging  U.  S.  and  Metric  systems  282 

Of  liquid  and  dry  measure,  interchanging  U.S.  and 

Metric  systems   .         .         .    •    .  .  283 

Of  strength  of  materials         .....      .         .  290-292 

Tank  Iron  and  Steel : 

Weights  of "...  213 

Tees: 

Diagrams  of  .         .  ..        .  .  .         .  .  20-22 

Properties  of          .  .         .  .  .         .  .  126,127 

Sizes  and  weights  of  .  .  .         .  .  50 

Table  of  safe  loads  .         .  .  ...  .  109 

Tires : 

Channel       ....  ...  -.'..  .  .         .  25 

Harvester       .         .  .         .         .  .  .        .  25 

Round  edge  .         .  .         .'        .  .  .  •        45 

Twisted  Bars  235 

Upset  Screw  Ends  for  Round  and  Square  Bars  210, 211 

Weights : 

Bolts,  machine      ..     •    .         .         .         .         .         .  207 

Brick  walls     ...       •  .         .  '      .         .         .         .  80 

Cubic  foot  of  substances        .         .         .    '    .         .  215-217 
Flat  bars         .         .         .         .         .         .         ...  146-201 

Nuts       .         .        .         .  '      .         .         .  •       ;  .      .  208,209 

Nuts  and  bolt  heads      .         .         ....  207 

Pipe  for  steam,  water  and  gas        ....  214 

Rivets,  round  headed     ......  206 

Separators      ........  58 


304  JONES    &     LAUGHLIN     STEEL    CO. 

PAGE 

Sheet  and  tank  steel 213 

Terra  cotta  arches          .         .  ...  74 

Wooden  Posts : 

Strength  of    ........  179 

Zees: 

Diagrams  of  . '       .  .         .         .         .         .         .       20-22 

Properties  of  .         .  124,  125 

Sizes  and  weights  .        .         .                  .         .             51 

Table  of  safe  loads  110 


JONES    &    LAUGHLIN     STEEL    CO. 


305 


We   Manufacture   the   Following 
Articles 


Bessemer,  Basic  and 
Acid  Open  Hearth 
Steel  Blooms 

Slabs  and  Billets 

Beams 

Channels 

Angles 

Tees  and  Zees 

Rounds  and  Squares 

Flats 

Hexagons 

Sheets 

Rectangular  and 
Circular  Plates 

Hoops     and     Bands 
Chains 

Special  Sections  for 
Structural  and 
Agricultural  pur- 
poses 


Tee    Rails  (8  to  40 
pounds   per  yard) 

Railroad  Spikes 

Structural  and  Boiler 
Rivets 

Boat   and    Barge 
Spikes 

Cold  Rolled  Shafting 

Squares 

Hexagons 

Flats 

Zees 

Angles 

Finger    Bars    and 
Special   Shapes 

Couplings 
Hangers 
Pilk)\v  Blocks 
Pulleys 
Forgings,  etc.,  etc. 


Bartlett-Orr  Press,  New  York 


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